




Class F G. 5 50 

Book_H&> 

Copyright N°_ 


COPYRIGHT DEPOSIT 






































I 

' 
















: 
























— 

■' 








1 




























■ 

. 







































































* 

















I 


WORKS OF PROF. M. A. HOWE 

PUBLISHED BY 

JOHN WILEY & SONS. 


The Design of Simple Roof=trusses in Wood and Steel. 

With an Introduction to the Elements of Graphic 
Statics. Second edition, revised and enlarged. 8vo, 
vi-f-159 pages, 87 figures and 3 folding plates. Cloth, 

$2.00. 

Retaining=walls for Earth. 

Including the Theory of Earth-pressure as Developed 
from the Ellipse of Stress. With a Short Treatise on 
Foundations. Illustrated with Examples from Prac¬ 
tice. Fourth edition, revised and enlarged, umo, 
cloth, $1.25. 

A Treatise on Arches. 

Designed for the use of Engineers and Students in 
Technical Schools. Second edition, revised and en¬ 
larged. 8vo, xxv-{-369 pages, 74 figures. Cloth, $4.00. 

Symmetrical Masonry Arches. 

Including Natural Stone, Plain-concrete, and Rein- 
forced-concrete Arches. For the use of Technical 
Schools, Engineers, and Computers in Designing 
Arches according to the Elastic Theory. 8vo, x + 170 
pages, many Illustrations. Cloth, $2.50. 




THE DESIGN OF 


SIMPLE ROOF-TRUSSES 

IN WOOD AND STEEL. 


WITH AN INTRODUCTION TO THE ELEMENTS 

OF GRAPHIC ST A TICS. 


BY 

MALVERD A. HOWE, C.E., 

Professor of Civil Engineering, Rose Polytechnic Institute; 
Member of A merican Society of Civil Engineers. 


SECOND EDITION , DEVISED AND ENLARGED. 

FIRST THOUSAND. 



NEW YORK: 

JOHN WILEY & SONS. 

London: CHAPMAN & HALL, Limited. 

1906. 



T(q 

M 


o 


0 






LIBRARY of CONGRESS 
Twov-Copies Received 

DEC 13 1906 

/) Copyright Entry, 

Jo Iq 

CLASS 0 A XXc., Nt 

J S3 f .S’J 

CO P\ B. 


Copyright, 1902, 1906, 

HY 

MALVERD A. HOWE. 




JROBERT DRUMMOND. PRINTER, NEW YORK, 









PREFACE. 


Very little, if anything, new will be found in the follow¬ 
ing pages. The object in writing them has been to brin^J 
together in a small compass all the essentials required in 
properly designing ordinary roof-trusses in wood and steel. 

At present this matter is widely scattered in the various 
comprehensive treatises on designing and in manufacturers’ 
pocket-books. The student who desires to master the ele¬ 
ments of designing simple structures is thus compelled to 
procure and refer to several more or less expensive books. 

Students in mechanical and electrical engineering, as- 
a rule, learn but little of the methods of designing em¬ 
ployed by students in civil engineering. For this reason 
the writer has been called upon for several years to give a 
short course in roof-truss design to all students in the Junior 
class of the Rose Polytechnic Institute, and in order to do 
so he has been compelled to collect the data he has given 
in this book. 

The tables giving the properties of standard shapes are 
based upon sections rolled by the Cambria Steel Company. 
Standard sections rolled by other manufacturers have 
practically the same dimensions. 

Malverd A. Howe. 

Terre Haute, Ind., September, 1902. 

iii 




•fi-r ■ 


CONTENTS. 


CHAPTER I. 

GENERAL PRINCIPLES AND METHODS. 

ART. PAGB 

1. Equilibrium. 1 

2. The Force Polygon. 1 

3. Forces not in Equilibrium—Force Required to Produce Equilibrium 

as far as Motion of Translation is Concerned. 2 

4. Perfect Equilibrium. 3 

5. The Equilibrium Polygon. 3 

6. Application of the Equilibrium Polygon in Finding Reactions. 5 

7. Parallel Forces. 7 

8. The Direction of One Reaction Given, to Find the Magnitude and 

Direction of the Other. 7 

9. Application of the Equilibrium Polygon in Finding Centers of Gravity 8 

10. Application of the Equilibrium Polygon in Finding Moments of 

Forces. 9 

11. Graphical Multiplication. 12 

12. To Draw an Equilibrium Polygon through Three Given Points.... 12 

CHAPTER II. 

BEAMS AND TRUSSES. 

13. Vertical Loads on a Horizontal Beam, Reactions and Moments of 

the Outside Forces. . 14 

14. Vertical Loads on a Simple Roof-truss—Structure considered as a 

Whole. 15 

15. Inclined Loads on a Simple Roof-truss—Structure considered as a 

Whole. 16 

16 Inclined Loads on a Simple Roof-truss, One Reaction Given in 

Direction—Structure considered as a Whole. 16 

17. Relation between the Values of i? 2 in Arts. 15 and 16. 17 

18. Internal Equilibrium and Stresses. 18 


v 



















/i CONTENTS. 

ART. PAGE: 

19. Inside Forces Treated as Outside Forces. 20 

20. More than Two Unknown Forces Meeting at a Point. 20 

CHAPTER III. 

STRENGTH OF MATERIALS. 

21. Wood in Compression—Columns or Struts. 22' 

22. Metal “ “ “ “ “ . 25 

23. End Bearing of Wood. 28 

24. Bearing of Steel. 29 

25. Bearing across the Fibers of Wood. 30 

26. “ “ “ “ “ Steel. 31 

27. Longitudinal Shear of Wood. . . 31 

28. “ “ “ Steel. 31 

29. Transverse Strength of Wood. 32 

30. “ “ “ Steel Beams. 34 

31. Special Case of the Bending Strength of Metal Pins. 35 

32. Shearing Across the Grain of Bolts, Rivets, and Pins. 35 

33. Shearing Across the Grain of Wood. 37 

34. Wood in Direct Tension. 37 

35. Steel and Wrought Iron in Direct Tension.. 37 

CHAPTER IV. 

ROOF-TRUSSES AND THEIR DESIGN. 

36. Preliminary Remarks. 38 

37. Roof Coverings. 38 

38. Wind Loads . 39 

39. Pitch oi Roof. 39 

40. Transmission of Loads to Roof-trusses. .. 40 

41. Sizes of Timber. 40 

42. Steel Shapes. 41 

43. Round Rods. 41 

44. Bolts. 41 

45. Rivets . 42 

46. Local Conditions... 42 

CHAPTER V. 

DESIGN OF A WOODEN ROOF-TRUSS. 

47. Data. 43 

48. Allowable Unit Stresses. 44 

49. Rafters. 44 

50. Purlins. 45 

51. Loads at Truss Apexes. 46 



































CONTENTS . 


ART. 

52. Stresses in Truss Members. 

53. Sizes of Compression Members of Wood 

54. Sizes of Tension Members of Wood.... 

55. Sizes of Steel Tension Members. 

56. Design of Joint L 0 with Bolts. 


56a. 

a 

u 

cc 

“ Bolts and Metal Plates 

57. 

(l 

it 

it 

“ Nearly all Wood. 

58. 

a 

u 

t 

“ Steel Stirrup. 

59. 

cc 

a 

(i 

“ M “ and Pin. 

60. 

cc 

u 

a 

“ Plate Stirrup and Pin. 

61. 

cc 

cc 

tc 

“ Steel Angle Block. . . . 

62. 

u 

cc 

cc 

“ Cast-iron Angle Block 

63. 

cc 

a 

it 

“ Special. 

64. 

u 

cc 

it 

“ Plank Members. 


65. Design of Wall Bearing. 

66. Remarks concerning the Design of Joint L 0 . 

67. Design of Joint C/ 2 .. 

“ “ Ui . 

“ u . 

“ 11 L 3 and Hook Splice. 

“ “ L 3 , Fish-plate Splice of Wood, 

11 “ L 3 , Fish-plate Splice of Metal 

73. Metal Splices for Tension Members of Wood.. 

74. General Remarks Concerning Splice. 

75. Design of Joint U 3 . 

76. The Attachment of Purlins. 

77. The Complete Design.. 


68 . 

69. 

70. 

71. 

72. 


CHAPTER IV. 

DESIGN OF A STEEL ROOF-TRUSS. 


78. Data. 

79. Allowable Stresses for Square Inch 

80. Sizes of Compression Members.... 

81. “ “ Tension Members. 

82. Design of Joint L 0 . 

83. “ “ “ Ui . 

84 . “ “ “ U . 

85 . “ “ “ U 3 . 

86. Splices. 

87. End Supports. 

88. Expansion. 

89. Frame Lines and Rivet Lines. 

90. Drawings. 










































Vlll 


CONTENTS. 


TABLES. 

PAGE 

I. Weights of Various Substances. 93 

II. Roof Coverings—Weights of. 95 

III. Rivets—Standard Spacing and Sizes. 99 

IV. Rivets—Areas to be Deducted for. 101 

V. Round-headed Rivets and Bolts—Weights. 102 

VI. Bolt Heads and Nuts—Weights and Dimensions. 103 

VII. Upset Screw Ends for Round Bars—Dimensions. 104 

VIII. Right and Left Nuts—Dimensions and Weights. 105 

IX. Properties of Standard I Beams. 106 

X. Properties of Standard Channels. 108 

XI. Properties of Standard Angles with Equal Legs. 110 

XII. Properties of Standard Angles with Unequal Legs. 112 

XIII. Least Radii of Gyration for Two Angles Back to Back. 118 

XIV. Properties of T Bars. 119 

XV. Commercial Sizes and Relative Costs of Timbers. 121 

XVI. Average Safe Allowable Working Unit Stresses for Wood.123 

XVII. Cast-iron Washers—Weights of. 124 

APPENDIX. 

Art. 

1. Spacing of Bolts and Notches in Wood. 125 

2. Plate Washers and Metal Hooks for Trusses of Wood. 125 

3. A Graphical Solution of the Knee-brace Problem. 128 

4. Trusses which may have Inclined Reactions. 131 

5. Tests of Joints in Wooden Trusses.. 135 

6. Examples of Details Employed in Practice. 135 

7. Abstracts from General Specifications for Steel Roofs and Buildings 143 

























GRAPHICS. 


CHAPTER I. 

GENERAL PRINCIPLES AND METHODS. 

1. Equilibrium. —Forces acting upon a rigid body are 
in equilibrium when the body has neither motion of trans¬ 
lation nor rotation. 

For forces which lie in the same plane the above condi¬ 
tions may be stated as follows: 

(a) There will be no motion of translation when the 
algebraic sums of the components of the forces resolved 
parallel to any two coordinate axes are zero. For conve¬ 
nience the axes are usually taken vertical and horizontal, 
then the vertical components equal zero and the horizontal 
components equal zero. 

(b) There will be no motion of rotation when the 
algebraic sum of the moments of the forces about any 
center of moments is zero. 

2. The Force Polygon. --Let AB, BC, CD, and DA, 
Fig. i, be any number of forces in equilibrium. If these 
forces are laid off to a common scale in succession, par¬ 
allel to the directions in Fig. i, a closed figure will be formed 
as shown in Fig. i a. This must be true if the algebraic 
sums of the vertical and horizontal components respect- 
ively equal zero and there is no motion of translation. 
Such a figure is called a force polygon. 



2 


GRAPHICS . 


Conversely, if any number of forces are laid off as ex* 
plained above and a closed figure is formed, the forces are 




Fig. i a . 


in equilibrium as far as motion of translation is concerned.. 
Motion of rotation may exist, however, when the above 
condition obtains. 


Fig. 2. 



3. Forces Not in Equilibrium. —In case a number of 

forces, not in equilibrium, are 
known in direction and magni¬ 
tude, the principle of the force 
polygon (Art. 2 ) makes it pos¬ 
sible to at once determine the 
magnitude and direction of the 
force necessary to produce equi¬ 
librium. 

Let AB, BC, . . . , DE be 
forces not in equilibrium, Fig. 2 . 
According to Art. 2 , lay them 
off on some convenient scale, 
as shown in Fig. 2 a. Now in 
order that the sum of the verti¬ 
cal components shall equal zero a force must be introduced 








GENERAL PRINCIPLES AND METHODS. 


3 


having a vertical component equal to the vertical distance 
between E and A, and in order that the horizontal com¬ 
ponents may equal zero the horizontal component of 
this force must equal the horizontal distance between E 
and A. These conditions are satisfied by the force EA. 
If this force acts in the direction shown by the arrow-head 
in Fig. 2a, it will keep the given forces in equilibrium (Art. 
2). If it acts in the opposite direction, its effect will be the 

same as the given forces, and hence when so acting it is 

\ A* 7 

called the resultant. - 

Fig. 2 b shows the force polygon for, the above forces 
drawn in a different order. The magnitude and direction 
of R is the same as found in Fig. 2 a. 

4. Perfect Equilibrium. —Let the forces AB, BC , 

EE, Fig. 2, act upon a rigid body. Evidently the force R, 
found above (Art. 3), will prevent motion, either vertically 
or horizontally, wherever - it may be applied to the body. 
This fulfills condition (a) (Art. 1). For perfect equilibrium 
condition ( b ) (Art. 1) must also be satisfied. Hence 
there must be found a point through which R may act so 
that the algebraic sum of the moments of the forces given 
and R, maybe zero. This point is found by means of the 
equilibrium polygon. r . * 

5. The Equilibrium Polygon. —Draw the force polygon 
(Art. 2) ABODE, Fig. 3a, and from any convenient point 
P draw the lines S v S 2 , . . . , S 5 . If 5 ! and S 2 be measured 
with the scale of the force polygon, they represent the mag¬ 
nitudes and directions of two forces which would keep AB 

' * • > 

in equilibrium as far as translation is concerned, for they 
form a closed figure with AB (Art. 2). Likewise S 2 and S 3 
would keep BC in equilibrium, etc. Now in Fig. 3 draw 



4 


GRAPHICS. 


Sj parallel to S x in Fig. 3a, S 2 parallel to S 2 in Fig. 3a, etc., 
as shown. If forces be assumed to act along these lines, 
having the magnitudes shown in Fig. 3a, respectively, the 
points 1, 2, 3, and 4 will be without motion , since the forces 

Fig. 3 . 



meeting at each point are in equilibrium against translation 
by construction, and, since they meet in a point, there can 
be no rotation. 

In Fig. 3a, S x and S 5 form a closed figure with R ; there¬ 
fore if, in Fig. 3, S x and S. be prolonged until they intersect 
in the point r, this point will be free of all motion under the 
action of the forces S v S 5 , and R. 

Since the points 1, 2, 3, 4, and r in Fig. 3 have neither 
motion of translation nor rotation, if the forces AB, BC,CD , 
and DE and the force R be applied to a rigid body in the 
relative positions shown in Fig. 3, this body will have no 




GENERAL PRINCIPLES AND METHODS. 


5 


motion under their action. The forces and S 5 keep the 
system ABCD in equilibrium and can be replaced by R. 

The lines S v S 2 , etc., in Fig. 3 a are for convenience 
called strings , and the polygon S v S 2 , S 3 , etc., in Fig. 3 is 
called the equilibrium polygon. 

The point P in Fig. 3a is called the pole. 

6 . Application of the Equilibrium Polygon in Finding 
Reactions. —Let a rigid body be supported at K and 
K'y Fig. 4, and acted upon by the forces AB, BC, CD, and 


Fig. 4 



E 


Fig. 4 a 


DE. Then, if equilibrium exists, it is clear that two forces, 
one at each support, must keep the forces AB, BC, etc., in 
equilibrium. These two forces are called reactions. For 
convenience designate the one upon the left as R v and the 
one upon the right as R r The magnitudes of P, and R 2 
can be found in the following manner: Construct the force 





















GRAPHICS. 


6 

polygon and draw the strings S v S 2 , etc., as shown in Fig. 
4 a, and then construct the equilibrium polygon (Art. 5) 
.as shown in Fig. 4. Unless some special condition is intro¬ 
duced the reactions R 1 and R 2 will be parallel to EA, Fig. 
4a, and their sum equal the magnitude of EA, or the re¬ 
sultant of the forces AB, BC, CD, DE. Draw through K 
and K' lines parallel to R, and, if necessary, prolong the 
line Sj until it cuts o K, Fig. 4, and 5 5 until it cuts 5 K'. 
Connect o and 5, and in Fig. 4a, draw the string 5 0 parallel 
to 05, Fig. 4, until it cuts EA in L. Now, since S v 5 0 , and 
AL form a closed figure in Fig. 4a, the point o in Fig. 4 
will be in equilibrium under the action of these three 
forces. For a like reason the point 5 will be in equi¬ 
librium under the action of the three forces 5 0 , S 5 , and 
EL. Therefore the reaction R 1 = AL and R 2 = LE, and 
the body M will be in equilibrium under the action of the 
forces AB, BC, CD, DE, R l and R 2 . j 

It may not be perfectly clear that no rotation can take 
place from the above demonstration, though there can be 
no translation since R i + R 2 = EA, the force necessary to 
prevent translation under the action of the forces AB, BC, 
CD, and DE. ! 

7 f 

To prove that rotation cannot take place let the forces 
AB, BC, etc., be replaced by their resultant R, acting down- 

«. J * ' M 

ward, as shown in Fig. 4. 

^ , If no rotation takes place (Art. 1), 

AW) - AW) or R t = ^R. 

From the similar triangles 0^5, Fig. 4, and PAL, Fig. 4a, 
^5 : aK' nR^.H or R } aK' = H(d$). 



GENERAL PRINCIPLES AND METHODS. 


7 


From the similar triangles cd$, Fig. 4, and PAE, Fig. 4a, 
d$:bK' ::R:H or R(bK') = H(d$). 
R l (aK’)=RbK’ or R^^R, 

or the value of R 1 by the above construction fulfills the con¬ 
dition that no rotation takes place. 

7. Parallel Forces. —In case the forces AB , BC, etc., 
had been parallel the force polygon would become a straight 
line and the line A BCD . . . E would coincide with EA. 

All of the constructions and conclusions given above apply 
to such an arrangement of forces. See Figs. 9 and 9a. 

8. The Direction of One Reaction Given, to Find the 
Magnitude and Direction of the Other. —Let the direction 
of R 2 be assumed as vertical, then the horizontal compo¬ 



nent, if any, of all the forces acting must be applied at K. 
The force polygon (Art. 2) becomes A BCD EX, as shown 
in Fig. 5a. Assume any pole P, and draw the strings S v 
S„ etc. In Fig. 5, construct the equilibrium polygon (Art. 
5) as shown, starting with S v passing through K, the only 
point on R x which is known . Draw the closing line 5 /, and in 











8 


GRAPHICS. 


Fig, 5a the string PL' parallel to S 0 ' of Fig. 5. Then EL' is 
the magnitude of the vertical reaction R 2 , and L'A the mag- 
nitude and direction of the reaction R t . 

To show that there will be no rotation under the action 
of the above forces, draw AE , EC, AC, and BE in Fig. 6, 
b parallel to S lf S 5 , PY, and AE respectively 
in Fig. 5 a. Then the point E is in equilib¬ 
rium under the action of S u S 5 , and R , since 
these forces form a closed figure in Fig. 5a. 
In Fig. 6, draw AB , CB, and BE parallel to 
R u R 2 , and AE of Fig. 5 a. Then point B is 
in equilibrium under the action of R u R 2 ,, 
and R, and BE is parallel to ED. But R lf , 
S 1} and R, and R 2 , S 5 , and R must form closed figures in 
Fig. 6, as they meet in a point in Fig. 5 a respectively. 
Therefore BE prolonged coincides with DE, and there 
can be no rotation, since R v R 2 , and R meet in a 
point. 



9. Application of the Equilibrium Polygon in Finding 
Centers of Gravity. —Let abc ... ^ be an unsymmetrical 
body having the dimension normal to the-paper equal unity. 
Divide the area into rectangles or triangles whose centers 
of gravity are readily determined. Compute the area of 
each small figure, and assume that this area multiplied by 
the weight of a unit mass is concentrated at the center of 
gravity of its respective area. These weights may now be 
considered as parallel forces P v P 2 and P„ acting as shown 
in Fig. 7. The resultant of these forces must pass through 
the center of gravity of the entire mass, and hence lies in 
the lines R and R' formed by constructing two equilibrium 





GENERAL PRINCIPLES AND METHODS. 


9 


polygons for the forces P v P 2 , and P 3 , first acting vertically 
and then horizontally. The intersection of the lines R 
and R' is the center of gravity of the mass. 

The load lines in Fig. 8 and Fig. 8a are not necessarily 
at right angles, but such an arrangement determines the 
point of intersection of R and R' with a maximum degree 
of accuracy, since they intersect at right angles. 



In the above constructions the weight of a unit mass 
is a common factor, and hence may be omitted and the 
areas alone of the small figures be used as the values of P v 
P 2 , and P 3 . 

io. Application of the Equilibrium Polygon in Finding 
Moments of Parallel Forces. —Let AB, BC , . . . , EF be 

any number of parallel forces, and M' and N' two points 
through which R x and P 2 pass (Fig. 9). Construct the force 




























10 


GRAPHICS. 


polygon Fig. 9a, and select some point P as a pole, so that 
the perpendicular distance H from the load line is 1000, 
10000, or some similar quantity. Construct the equilibrium 
polygon Fig. 9 as explained in previous articles. 

Suppose the moment of AB, BC , and CD about M' as 
a center of moments is desired. The moment equals 
AB(a x ) + BC(a 2 ) + CD(a 3 ) = M m . Prolong the lines S 2 , 


Fig. 9. 



S 3 , and S 4 until they cut a line through M' parallel to AB f 
BC, etc. 

Prom the triangles Mai , Fig. 9, and ABP, Fig. 9a, 
aM:a x \:AB\H or AB(a t ) = H(aM). 

From the triangles ab 2, Fig. 9, and BCP , Fig. 9a, 
ab:a 9 ::BC:H or BC(a 2 ) = H(ab). 

























GENERAL PRINCIPLES AND METHODS. 


II 


From the triangles 6^3, Fig. 9, and CDP, Fig. 9a, 

bc:a 3 ::CD:H or CD(a 3 ) = H(bc). 

Or 

A B (a x ) + BC (a 2 ) + CD (a 3 ) = = H (aM + ab + bc) = H (M c). 

From this it is seen that the moment of any force equals 
the ordinate measured on a line passing through the center 
of moments, and parallel to the given force, which is cut 
off between the two sides of the equilibrium polygon which 
are parallel to the two strings drawn from the pole P (pro¬ 
longed if necessary until they cut this line) to the ex¬ 
tremities of the load in Fig. 9a; multiplied by the pole 
distance H. For a combination of loads the ordinate to 
be multiplied by H is the algebraic sum of the ordinates 
for each load; the loads acting downward having ordi¬ 
nates of one kind, and those acting upward of the opposite 
kind. 

To illustrate, let the moment of R lf AB, BC, and CD 
about g be required. In Fig. 9 a the strings and 5 0 are 
drawn from the extremities of R x , hence in Fig. 9 the or¬ 
dinate gg' multiplied by H is the moment of R about g as 
a center of moments. 

The strings S 1 and 5 4 are the extreme strings for AB, 
BC, CD, and hence the ordinate g '4 multiplied by H is the 
moment of these forces. Now since the reaction acts up¬ 
ward and the forces AB, BC, and CD act downward, the 
ordinate g4 multiplied by H is the moment of the com¬ 
bination. 

The above property of the equilibrium polygon is very 
convenient in finding the moments of unequal loads spaced 
at unequal intervals, as is the case where a locomotive stands 
upon a girder bridge. 


GRAPHICS. 


I 2 


ii. Graphical Multiplication.—Let the sum of the 

products a x b v a 2 b 2 , etc., be required. The method of the 
previous article can be readily applied in the solution of 
this problem. Let b r b 2 , etc., be taken as loads and a v a v 
•etc., as the lever-arms of these loads about any convenient 
point as shown in Fig. io. Then H(ab) = a 1 b v H{bc) = a 2 , 



b v etc., and finally H(ae) = 2 (ab), or the algebraic sum of 
the products a l b v a 2 b v etc. 

In case 2 (ba 2 ) is desired, the ordinates ab, be , etc., can be 
taken as loads replacing b v b 2 , etc., in Fig. io. For con¬ 
venience take a pole distance H' equal to that used before 
and draw the polygon 5 ,', S 2 , etc., then (ee')H 2 = ^(6a 2 ). 

12. To Draw an Equilibrium Polygon through Three 
Given Points.—Given the forces AB , BC , CD , and DE , it is 
required to pass an equilibrium polygon through the points 
X, Y, and Z. Construct the force polygon Fig. na, and 
through X and Y draw lines parallel to EA. Then, start¬ 
ing with S 5 , passing through Y, construct the equilibrium 
polygon Fig. ii, drawing the closing line 5 0 . In Fig. na 
there result the two reactions R l and R 2 when a line is 
.drawn through P parallel to 5 0 of Fig. 11. Since the values 

















GENERAL PRINCIPLES AND METHODS. 


13 


of R x and R 2 remain constant for the given loads, the pole 
from which the strings in Fig. 11a are drawn must lie upon 
a line drawn from L parallel to a line S 0 " connecting X and 
Y in Fig. 11. That is, S 0 " is the position of the closing line 
for all polygons passing through X and Y, and the pole can 
be taken anywhere upon the line P'L in Fig. 11a. In order 
that the polygon may also pass through Z take the loads 
upon the right of Z and find their resultant EB , and through 
■Z draw a line parallel to EB. Assume Z and Y to be two 



Fig. 11. Fig. 11a. 

points through which it is desired to pass an equilibrium 
polygon. Proceeding as in the first case,The pole must lie 
somewhere upon the line L'P', Fig. 11a, drawn parallel to 
aY, Fig. 11. Then if a polygon with its pole in LP' passes 
through X and Y, and one with its pole in L'P' passes 
through Z, the polygon with a pole at the intersection of 
these lines in P' will pass through the three points X, Y, 
and Z. 









ROOF-TRUSSES. 


CHAPTER II. 

BEAMS AND TRUSSES. 

13. Vertical Loads on a Horizontal Beam: Reactions 
and Moments of the Outside Forces. —Let the beam XY 
support the loads AB, BC, etc., Fig. 12, and let the ends of 



the beam rest upon supports X and Y. Required the reactions 
R x and R 2 , neglecting the weight of the beam. In order 
that the beam remains in place free from all motion the 
outside forces AB, BC, etc., with R l and R 2 must fulfill 
the conditions of Art. 1. Proceeding according to Art. 6, 
the force polygon ABCDEF is constructed, any point P 
taken as a pole, and the strings .... S 5 drawn, Fig. 12a. 

Then, in Fig. 12, the equilibrium polygon is constructed, 

14 


















BEAMS AND TRUSSES. 


*5 


the closing line S 0 drawn, and, parallel to this line, LP is 
drawn in Fig. 12a, cutting the line AF into two parts; LA 
being the value of R v and LF the value of R 2 . 

The moment about any point in the vertical passing 
through any point x is readily found by Art. 10: 

M x = R^x — AB{x — a x ) — BC(x— a 2 ) = ( mn)H 
= the moment of the outside forces. 

14. Vertical Loads on a Simple Roof-truss: Structure 
Considered as a Whole. —In this case the method of pro¬ 
cedure is precisely that given in Art. 10. The reactions 
R t and R 2 will of course be equal if the loads are equal and 



symmetrically placed about the center of the truss. This 
being known, the pole P may be taken on a horizontal line 
drawn through L, Fig. 13a, and then the closing line 5 0 in 
Fig. 13 will be horizontal. The closing line may be made 
horizontal in any case by taking the pole P horizontally 
opposite L, which divides the load line into the two reac¬ 
tions. 

It is evident from what precedes that the particular 
shape of the truss or its inside bracing has no influence 

















ROOF-TRUSSES. 


16 

upon the values of R v R 2 , and the ordinates to the equilib¬ 
rium polygon. However, the internal bracing must have 
sufficient strength to resist the action of the outside forces 
and keep each point of the truss in equilibrium. 

15. Inclined Loads on a Simple Roof-truss: Structure 
Considered as a Whole. —The case shown in Fig. 14 is that 
usually assumed for the action of wind upon a roof-truss, 



the truss being supported at X and Y. The directions of 
R t and R 2 will be parallel to AD of Fig. 14a. The deter¬ 
mination of the values of R x and R 2 is easily accomplished 
by Art. 10, as shown in Figs. 14 and 14a. 

16. Inclined Loads on a Simple Roof-truss, One 
Reaction Given in Direction: Structure Considered as a 
Whole. —Suppose the roof-truss to be supported upon 
rollers at Y. Then the reaction R 2 is vertical if the rollers 
are on a horizontal plane. The only point in which is 
known is the point of support X through which it must 
pass. Drawing the equilibrium polygon through this point, 
Sr cuts the direction of R 2 in Y', and XY' is the closing line. 
Fig. 15. At Y', which is by construction in equilibrium, 






BEAMS AND TRUSSES. 


17 


there are three forces acting having the directions S 0 , S 5f 
and R 2 , and these forces must make a closed figure; hence, 
in Fig. 15a, DL is the magnitude of R 2 . Since R x must 
close the force polygon, LX is the magnitude and direction 
of R v 

Fig. 15. 



If the rollers had been at X instead of Y, the method of 
procedure would have been quite similar. The equilibrium 
polygon would have passed through Y and ended upon a 
vertical through X , and the string S 0 would have cut off 
the value of on a vertical drawn through X, Fig. 15a. 

17. Relation between the Values of R 2 in Articles 15 
and 16. —In Article 15, R 2 can be replaced by its vertical 
and horizontal components without altering the existing 
equilibrium. If the supports are in a horizontal plane, the 
horizontal component can be applied at A instead of Y 
without in any way changing the equilibrium of the stiuc- 
ture as a whole. Therefore the vertical component of R v 
as found in Art. 15, is the same in value as the R 2 found in 











18 


ROOF-TRUSSES. 


Art. 16. This fact makes it unnecessary to go through the 
constructions of Art. 16 when those of Art. 15 are at hand. 
The constructions necessary to determine R l and R 2 of 
Art. 16 are shown by the dotted lines in Fig. 15a. 

18. Internal Equilibrium and Stresses. —As previously 
stated (Art. 14), although the structure as a whole may be 
in equilibrium, it is necessary that the internal framework 
shall have sufficient strength to resist the stresses caused 



by the outside forces. For example, in Fig. 16, at the point 
X , R x acts upward and the point is kept in equilibrium by 
the forces transmitted by the pieces A a and La, parts of 
the frame. Suppose for the moment that these pieces be 
replaced by the stresses they transmit, as in Fig. 16 a. The 
angular directions of these forces are known, but their mag¬ 
nitudes and character are as yet unknown. Now, since X 
is in equilibrium under the action of the forces R v A a, and 
La, these forces must form a closed figure (Art. 2). Lay 
off R x or LA, as shown in Fig. 166, and then through A 
draw a line Aa parallel to Aa, Fig. 16 or 16 a, and through 




















BEAMS AND TRUSSES. 


J 9 


L a line parallel to La , Fig. 16 or 16 b; then La and A a are 
the magnitudes of the two stresses desired. Since in form¬ 
ing the closed figure Fig. 16 b the forces are laid off in their 
true directions, one after the other, the directions will be as 
shown by the arrow-heads. If these arrow-heads be trans¬ 
ferred to Fig. 16a, it is seen that A a acts toward X , and 
consequently the piece A a in the frame Fig. 16 is in com¬ 
pression, and in like manner the piece La is in tension. 

Passing to point U u Fig. 16, and treating it in a similar 
manner, it appears that there are four forces acting to pro¬ 
duce equilibrium, two of which are known, namely, the 
outside force A B and the inside stress in A a. 

Fig. 1 6c shows the closed polygon for finding the mag¬ 
nitudes and directions of the stresses in ab and Bb. 

Since Fig. 166 contains some of the lines found in Fig. 
1 6c, the two figures can be combined as shown in Fig. 1 6d. 

In finding the actual directions of the stresses, the forces 
acting around any given point must be considered independ¬ 
ently in their own closed polygon. Although Fig. i 6 d con¬ 
tains all the lines necessary for the determination of the 
stresses around X and the point U v yet the stress diagram 
for one point is independent of that for the other, for Figs. 
1 6b and 1 6c can be drawn to entirely different scales if the 
diagrams are not combined. 

The remaining points of the truss can be treated in the 
manner outlined above and the stress in each member 
found. Separate stress diagrams may be constructed for 
each point, or a. combination diagram employed. Since, 
in case of the inside stresses, the forces meet in a point and 
there can be no revolution, there remain but two condi¬ 
tions of equilibrium, namely, the sum of the vertical com- 


20 


ROOF TRUSSES. 


ponents of all the forces must equal zero, and the same 
condition for the horizontal components. This being the 
case, if there are more than two unknowns among the forces, 
acting at any point being considered, the problem cannot 
be solved by the above method. 

19. Inside Forces Treated as Outside Forces. —Suppose 
the truss shown in Fig. 17 is cut into two parts along the line 
aa, then the left portion remains in equilibrium as long as 
the pieces Dd, dg, and gL transmit to the frame the stresses 




which actually existed before the cut was made. This 
condition may be represented by Fig. 17a. The stresses 
Dd, dg, and gL may now be considered as outside forces, 
and with the other outside forces they keep the structure 
as a whole in equilibrium, consequently the internal ar¬ 
rangement of the frame will have no influence upon the 
magnitudes of these forces. Equilibrium would still exist 
if the frame were of the shape shown in Fig. 17 b and 176'. 

Fig. 17c shows the stress diagrams for the two cases 
shown, and also for the original arrangement of the pieces 
as shown in Fig. 17. 

20. More than Two Unknown Forces Meeting at a 
Point. —Taking each point in turn, commencing with X, the 
stress diagrams are readily formed until point C 7 , of Fig. 17 
is reached. Here three unknowns are found, and hence the 

























BEAMS AND TRUSSES. 


21 


problem becomes indeterminate by the usual method. If 
now the method of Art. 19 is adopted, the bracing changed, 


Fig. 17^. 




Fig. 17 c . 


and the stresses in Dd, gd, and Lg found, the problem can 
be solved by working back from these stresses to the point 
U v as shown in Fig. 17 c. 



















CHAPTER III. 


STRENGTH OF MATERIALS. 

21. Wood in Compression: Columns or Struts.— When 

a piece of wood over fifteen diameters in length is subject to 
compression, the total load or stress required to produce 
failure depends upon the kind of wood and the ratio of the 
least dimension to its length. If the strut is circular in 
cross-section, then its least dimension is the diameter of 
this section; if rectangular in section, then the least dimen¬ 
sion is the smaller side of the rectangular section. The 
above statements apply to the usual forms of timber which 
are uniform in cross-section from end to end. 

A piece of oak 6 " X 8" X 120" long requires about 
twice the load to produce failure that a similar piece 300" 
long requires. 

A piece of oak 3" X 8" X 120" requires but about 
one third the load that a piece 6" X 8" X 120" requires 
for failure. 

The actual ultimate strengths of the various woods 
used in structures have been determined experimentally 
and numerous formulas devised to represent these results. 
One of the later formulas, based upon the formula of A. L. 
Johnson, C.E., U. S. Department of Agriculture, Division 
of Forestry, is 

P = F y 7 oo + 15^ 

700 + 15 c -h c 2 ’ 


22 



STRENGTH OF MATERIALS. 


23 


where P = the ultimate strength in pounds per square 

inch of the cross-section of a strut or column; 

F = the ultimate strength per square inch of wood 
in short pieces; 

l length of column in inches 
d least dimension in inches 

A table of the values of P is given on page 24. 

The factor of safety to be used with this table depends 
upon the class of structure in which the wood is employed. 

The following statements are made in Bulletin No. 12, 
U. S. Department of Agriculture, Division of Forestry: 

‘ ‘ Since the strength of timber varies very greatly with 
the moisture contents (see Bulletin 8 of the Forestry Divi¬ 
sion) , the economical designing of such structures will neces¬ 
sitate their being separated into groups according to the 
maximum moisture contents in use. 


MOISTURE CLASSIFICATION. 

“Class A (moisture contents, 18 per cent.)—Structures 
freely exposed to the weather, such as railway trestles, un¬ 
covered bridges, etc. 

“Class B (moisture contents, 15 per cent.)—Structures 
under roof but without side shelter, freely exposed to out¬ 
side air, but protected from rain, such as roof-trusses of 
open shops and sheds, covered bridges over streams, etc. 

“Class C (moisture contents, 12 per cent.)—Structures 
in buildings unheated, but more or less protected from out¬ 
side air, such as roof-trusses or barns, enclosed shops and 
sheds, etc. 

“Class D (moisture contents, 10 per cent.)—Structures 
in buildings at all times protected from the outside air, 



24 


ROOF-TRUSSES. 


ULTIMATE STRENGTH OF COLUMNS. VALUES OF P. 


ULTIMATE STRENGTH IN POUNDS PER SQUARE INCH. 


1 

d 

Douglas, Ore¬ 
gon and Wash¬ 
ington Yellow 
Fir or Pine. 

Southern. Long- 
leaf or Georgia 
Yellow Pine, 
Canadian (Ot¬ 
tawa) White 
Pine, Canadian 
(Ontario) Red 
Pine. 

White Oak. 

Northern or 
Short-leaf Yel¬ 
low Pine, Red 
Pine, Norway 
Pine, Spruce 
and Eastern Fir, 
Hemlock, 
Cypress, Cedar, 
California Red¬ 
wood, California 
Spruce. 

White Pine. 


F = 6000 

F = 5000 

F = 4500 

F = 4000 

F = 3500 

i 

5992 

4993 

4494 

3994 

3495 

2 

5967 

4973 

4475 

3978 

3481 

3 

5928 

4940 

4446 

3952 

3458 

4 

5876 

4897 

4407 

39 i 8 

3428 

5 

5813 

4844 

4359 

3875 

3391 

6 

5739 

4782 

4304 

3826 

3347 

7 

5656 

4713 

4242 

3770 

3299 

8 

5566 

4638 

4174 

37 io 

3247 

9 

5469 

4558 

4102 

3646 

3190 

10 

5368 

4474 

4026 

3579 

3132 

ii 

5264 

4386 

3948 

3509 

3070 

12 

5156 

4297 

3867 

3438 

3008 

13 

5047 

4206 

3785 

3365 

2944 

14 

4937 

4114 

3703 

3291 

2880 

15 

4826 

4022 

3620 

3217 

2815 

16 

47 i 6 

3930 

3537 

3144 

2751 

17 

4606 

3838 

3455 

3071 

2687 

18 

4498 

3748 

3373 

2998 

2624 

19 

439 i 

3659 

3293 

2927 

2561 

20 

4286 

3571 

3214 

2857 

2500 

21 

4183 

3486 

3137 

2788 

2440 

22 

4082 

3402 

3061 

2721 

2381 

23 

3983 

3320 

2988 

2656 

2324 

24 

3888 

3240 

2916 

2592 

2268 

25 

3794 

3162 

2846 

2529 

2213 

26 

3703 

3086 

2777 

2469 

2160 

27 

3615 

3013 

2711 

2410 

2109 

28 

3529 

2941 

2647 

2353 

2059 

29 

3446 

2872 

2585 

2298 

2010 

30 

3366 

2805 

2524 

2244 

1963 

32 

3212 

2677 

2409 

2142 

1874 

34 

3068 

2557 

2301 

2046 

1790 

36 

2934 

2445 

2200 

1956 

1711 

38 

2808 

2340 

2106 

1872 

1638 

40 

2690 

2241 

2017 

1793 

1569 

42 

2579 

2149 

1934 

1719 

1505 

44 

2476 

2063 

1857 

1650 

1444 

46 

2379 

1982 

1784 

1586 

1388 

48 

2288 

1907 

1716 

152S 

1335 

5 ° 

2203 

1835 

1652 

1468 

1285 































STRENGTH OF MATERIALS. 


2 5 


heated in the winter, such as roof-trusses in houses, halls, 
churches, etc.” 

Based upon the above classification of structures, the 
following table has been computed. 

Safety factors to be used with the table on page 24 in 
order to obtain the safe loads for struts. 


Class. 

Yellow Pine 

All Others 

Class A. 

0.20 

0.20 

“ B. 

0.23 

0.28 

0.22 

“ C. 

0.24 

0.25 

“ D. 

0.31 



All struts considered in this article are assumed to have 
square ends. 

Example.— A white-pine column in a church is 12 feet 
long and 12 inches square; what is the safe load per square 
l 12 X 12 


inch? 


= 12, and from the table on page 24 


d 12 

p = 3008 pounds per square inch. Churches belong to 
structures in Class D, and hence the factor of safety is 0.25 
and the safe load per square inch 3008 X 0.25 = 752 
pounds. 752 X 144 = 108300 pounds is the total safe 
load for the column. 

22. Metal in Compression: Columns or Struts. —Steel 
is practically the only metal used in roof-trusses at the 
present time, and, unless they are very heavy, angles 
are employed to the exclusion of other rolled shapes. 
The load required to cripple a steel column depends 
upon several things, such as the kind of steel, the length, 
the value of the least radius of gyration for the shap3 
used (this is usually designated by the letter r, and 















t t N 


26 


ROOF-TRUSSES. 


STRENGTH OF STEEL COLUMNS OR STRUTS 


For Various Values of — in which L = Length in Feet and r = 

r 

Radius of Gyration in Inches. 


P = ultimate strength in lbs. per square inch. 


Square Bearing. 


45,000 
1 , (12 LY ' 
^ 36 , 000 P 


FOR SOFT STEEL. 


Pin and Square Bearing. 

45,000 


P = 


1 + 


(12 LY ' 
24 , 000 - 


P = 


Pin Bearing. 

45,000 


1 + 


(12 LY’ 

T8,000r * 2 3 4 5 


To obtain safe unit stress: 

For quiescent loads, as in buildings, divide by 4 . 
For moving loads, as in bridges, divide by 5 . 


3.0 

3-2 

3-4 

3-6 

3 - 8 

4.0 

4.2 

4 - 4 
4.6 

4 - 8 

5 - 0 

5-2 

5-4 
5-6 
5-8 


6.0 

6.2 

6.4 

6.6 

6.8 


7.0 

7-2 

7-4 

76 

•7.8 


ULTIMATE STRENGTH IN POUNDS PER 
SQUARE INCH. 

Square. 

Pin and 
Square. 

Pin. 

43437 

42694 

41978 

43230 

42395 

41593 

430 II 

42081 

41190 

42782 

41754 

40773 

42543 

41412 

40340 

42294 

41058 

39893 

42035 

40693 

39435 

41765 

40317 

38966 

41488 

39930 

38485 

41203 

39534 

37998 

40910 

39130 

375 oo 

40608 

38807 

36997 

40299 

38300 

36488 

39984 

37874 

35975 

39663 

37443 

35457 

39335 

37oo6 

34938 

39003 

36566 

344 i 6 

38665 

36122 

33894 

38323 

35676 

33371 

37976 

35219 

32849 

37616 

34776 

32328 

37272 

34324 

31809 

36914 

33872 

31292 

36554 

33419 

30779 

36193 

32966 

30268 


L 

r 

ULTIMATE STRENGTH IN 
SQUARE INCH. 

POUNDS PER 

Square. 

Pin and 
Square. 

Pin. 

12.0 

28553 

24142 

20911 

12.2 

28207 

23771 

20542 

12.4 

27863 

23406 

20179 

12.6 

27522 

23046 

19823 

12.8 

27185 

22693 

19474 

130 

26850 

22343 

I 9 I 33 

132 

26524 

22005 

18797 

13-4 

26189 

21662 

18469 

13.6 

25864 

21329 

18148 

138 

25543 

21002 

17833 

14.0 

25224 

20680 

17523 

14.2 

24909 

20363 

I722I 

14.4 

24598 

20052 

16925 

14.6 

24290 

19746 

16634 

14.8 

23985 

19445 

16350 

150 

23684 

19148 

16071 

15.2 

23387 

18858 

15799 

15-4 

23093 

18572 

15532 

15-6 

22803 

18288 

15270 

15-8 

22516 

18015 

15105 . 

16.0 

22234 

17744 

14764 

16.2 

21954 

17478 

14518 

16.4 

21678 

17216 

14279 

16.6 

21406 

16960 

14043 

: 16.8 

21137 

16708 

13812 











































STRENGTH OF MATERIALS. 


27 


STRENGTH OF STEEL COLUMNS OR STRUTS— Continued. 


ULTIMATE STRENGTH IN POUNDS PER 
SQUARE INCH. 


r 

Square. 

Pin and 
Square. 

Pin. 

8.0 

35828 

32514 

29762 

8.2 

35462 

32064 

29260 

8.4 

35095 

31615 

28763 

8.6 

34727 

31169 

28272 

8.8 

34358 

30724 

27787 

9.0 

33988 

30282 

27306 

9.2 

336ll 

29844 

26832 

9-4 

33249 

29408 

26364 

9.6 

32880 

28977 

25903 

9.8 

325II 

28549 

25448 

10.0 

32143 

28125 

25000 

10.2 

31776 

27706 

24559 

10.4 

3I4II 

27290 

24125 

10.6 

31054 

26879 

23698 

10.8 

30684 

26474 

23279 

11.0 

30324 

26072 

22866 

11.2 

29965 

25675 

22460 

11.4 

29608 

25285 

22063 

11.6 

29247 

24899 

21671 

11.8 

28903 

24517 

21288 


L 

r 

ULTIMATE STRENGTH IN POUNDS PER 
SQUARE INCH. 

Square. 

Pin and 
Square. 

Pin. 

17.0 

20872 

16459 

13584 

17.2 

20611 

16216 

13366 

17-4 

20353 

15977 

13150 

17.6 

20098 

15742 

12938 

17.8 

19847 

I55I2 

12731 

18.0 

19599 

15286 

15258 

18.2 

I935I 

15063 

12329 

j i8 -4 

I 9 H 4 

14845 

I2I35 

; 18.6 

18878 

14630 

11944 

18.8 

18644 

14420 

H757 

19.0 

18418 

14218 

11579 

19.2 

18185 

14010 

11394 

19.4 

17961 

I38ll 

11219 

19.6 

17740 

13616 

11048 

19.8 

I75I9 

13422 

10877 

20.0 

17308 

13235 

10715 

20.2 

17096 

13050 

10553 

20.4 

16888 

12868 

10434 

20.6 

16682 

12690 

10249 

20.8 

16480 

I25I5 

10087 


the values are given in the manufacturers’ pocket-books)^ 
the manner in which the ends are held, etc. 

If a column has its end sections so fixed that they re¬ 
main parallel, the column is said to be square-ended. If 
both ends are held in place by pins which are parallel, the 
column is said to be pin-ended. A column may have one 
square end and one pin end. 

The above table contains the ultimate strength per 
square inch of soft-steel columns or struts. 

To obtain the safe unit stress for medium steel: 

For quiescent loads, as in buildings, divide by 3.6 
For moving loads, as in bridges, divide by 4.5 
































28 


ROOF-TRUSSES. 


Example. —What load will cripple a square-ended col¬ 
umn of soft steel made of one standard 6" X 6 " X i" angle 
if the length of the strut is io feet? 

From any of the pocket-books or the table at end of book 

L io 

the value of r is 1.18 inches, then — = -„ = 8.5, and 

r 1.18 J 

from the table on page 27 P = 34800 pounds per square 
inch. The area of the angle is 5.75 square inches, hence 
the crippling load is 5.75 X 34800 = 200100 pounds. The 
safe load in a roof-truss is 200100 -r- 4 = 50025 pounds. 
If medium steel had been used, the safe load becomes 
200100 -T- 3.6 = 55600 pounds. 

23. End Bearing of Wood. —When a stress is trans¬ 

mitted to the ends of the fibers there must be a sufficient 
number to carry the load without too much compression 
or bending over. To illustrate, let a load P be transmitted 
through a metal plate to the end of a wooden column, then 
the area b X d must be such that no crushing takes place. 

In Fig. 186 the load is transmitted to the wooden strut 
by means of a casting and round pin. The area of the 
fibers taking the entire load P is b X d. 

The following table gives the safe end-bearing values for 
various woods: 


1100 

1200 

1400 

1600 

Lbs. per Sq. In. 

White Pine 

Northern or 
Short-leaf Yel¬ 
low Pine, Red 
Pine, Norway 
Pine, Spruce, 
Cypress, 
Cedar 

White Oak 

Southern 
Long-leafPine 
or Georgia 
Y^ellow Pine, 
Douglas, 
Oregon and 
Yellow Fir 

The values in 
this table have a 
factor of safety 
of 5 

















STRENGTH OF MATERIALS. 


29 


Example. —In Fig 18 let 6 = 12 inches, d — 4 inches, 
and suppose the wood to be white oak; what is the safe load 
■P? P = 4 X 12 X 1400 = 67200 pounds. 



p 


p 


v 


> t 






Fig. 18A 


24. Bearing of Steel. —All that has been said concerning 
the end bearing of wood applies to steel whenever rivets or 
pins are harder than the steel through which they pass. In 
roof-trusses the rivets and pins are seldom harder than the 
angles or plates they connect. The bearing value used 
in designing should be that for the softer material. 

For soft or soft-medium steel the safe bearing value may 
be taken as 20000 pounds per square inch. 


TABLE OF SAFE BEARING VALUES. 


Diameter 
of Rivet. 

Area in 
Sq.Inches 

BEARING VALUE FOR DIFFERENT THICKNESSES OF PLATE IN 
20,000 POUNDS PER SQUARE INCH. 

INCHES AT 

1 

i 

5 

T<5 

3 

3 

IS 

5 

i’b 

1 

.1105 

1875 

2344 

2813 




4 

.1964 

2500 

3125 

3750 

4375 

5000 


f 

.3068 

3125 

3906 

4688 

5469 

6250 

7031 

i 

.4418 

3750 

4688 

5625 

6563 

7500 

8438 


.6013 

4375 

5469 

6563 

7656 

8750 

9844 

1 

.7854 

5000 

6250 

7500 

8750 

10000 

11250 















































ROOF - TRUSSES . 


TABLE OF SAFE BEARING VALUES— Continued . 


BEARING VALUE FOR DIFFERENT THICKNESSES OF PLATE IN INCHES A"B 

Diameter ! Area in 20,000 pounds per square inch. 

of Rivet. I Sq. Ins. ___:_ 




5 

5 


3 

4 

U 

7 

S 

11 

I 

£ 

8 

.1105 








i 

.1964 








1 

.3068 

7813 







1 

4 

.4418 

9375 

10313 

11250 





1 

.6013 

10938 

12031 

13125 

14219 

I 53 I 3 

16406 


1 

.7854 

12500 

t 

13750 

15000 

16250 

17500 

18750 

20000 


25. Bearing Across the Fibers of Wood. —If a load P y 
Fig. 19, be transmitted through a wooden corbel to a col¬ 
umn, the area b X d, bearing directly upon the support, 
must be sufficient to resist crushing. This is a point very 
often overlooked in construction. In Fig. 19a the same 



Fig. 19. 


Fig. 19a. 


TABLE OF SAFE BEARING VALUES. 


150 

200 

250 

300 

350 

500 

Lbs. per 
Sq. In. 

Hemlock 

White Pine, 
Red Pine, 
Norway 
Pine, Spruce, 
Eastern Fir. 

Cypress, 
Cedar, Cali¬ 
fornia Red¬ 
wood 

Northern 
or Short- 
leaf Yel¬ 
low Pine, 
Chestnut 

Douglas 
Fir, Ore¬ 
gon Fir, 
Y ellow 
Fir 

Southern 

Long-leaf 

orGeorgia 

Yellow 

Pine 

White 

Oak 

The values 
in this table 
have a fac¬ 
tor of safety 
of 4 




























































STRENGTH OF MATERIALS. 31 

conditions obtain. The washer must be of such a size that 
the area bearing upon the wood shall properly distribute 
the stress transmitted by the rod. A table of safe bearing 
values is given on page 30. 

26. Bearing Across the Fibers of Steel. See Art. 24. 

27. Longitudinal Shear of Wood.— In Fig. 20 let the 

piece A push against the notch in B, then the tendency is 
to push the portion above ba along the plane ba , or to shear 
lengthwise a surface b in length and t in width. 

A similar condition exists in Fig. 20 a. The splice may 
fail by the shearing along the grain the two surfaces abc 
and a'b'c'. A table of safe longitudinal shearing values is 
given on page 32. 




Cl ' . . 

b ' £ 

b ^ 

a 

0.... 

A 

a - 



Fig. 20 ci . 


28. Longitudinal Shear of Steel. —For all structures 
considered in this book the longitudinal shear of steel is 
fully provided for by the practical rules governing the spac¬ 
ing of rivets, etc. See Table III. 

























3 2 


ROOF-TRUSSES . 


TABLE OF SAFE LONGITUDINAL SHEARING VALUES. 


100 

150 

200 

Pounds per Sq. 
In. 

White Pine, Northern 
or Short-leaf Yel¬ 
low Pine, Canadian 
White Pine, Cana¬ 
dian Red Pine, 
Spruce, Eastern Fir, 
Hemlock, California 
Redwood 

Southern Long- 
leaf or Georgia 
Yellow Pine, 
Red Fir, Chest¬ 
nut 

White Oak 

The values in 
this table 

have a factor 
of safety of 4 


29, Transverse Strength of Wood. —When a beam sup¬ 
ported at the ends is loaded with concentrated loads, as 



shown in Fig. 21, the max¬ 
imum moment is readily 
found by means of the equi¬ 
librium polygon. Let this 
moment be called M , then 
for rectangular beams 

M = \Rbd\ 


where M = the maximum moment in inch-pounds; 
b = the breadth of the beam in inches; 
d = the depth of the beam in inches; 

R = the allowable or safe stress per square inch in 
the extreme fiber. 

If M is given in foot-pounds, then the second member 
of the above equation becomes T V Rbd 2 . 

For a uniformly distributed load 


M = iwP = }Rbd 2 , 

























STRENGTH OF MATERIALS. 


33 


where w = the load per linear inch of span; 
l = the span in inches. 

Example. —An oak beam 6 inches deep has a span of io 
feet and carries a load of ioo pounds per linear foot. What 
must be the breadth of the beam to safely carry the load ? 

M = }wl 2 = | X ioo X io X io = 1250 ft.-lbs. or 15000 
in.-lbs. 

M = \Rbd 2 = 15000 = | X 1000 X b X 6 X 6, 

or 

15000 . 

0 = —,-- =24 inches. 

r\ /*n /-v “ 


Hence a 2\" X 6" white-oak beam will safely carry the 
load; but the weight of the beam has been neglected, and 
consequently the breadth must be increased to, say, 3 
inches. A second calculation should now be made with the 
weight of the beam included. 


TABLE OF SAFE VALUES OF R FOR WOOD. 


600 

700 

750 

800 

Hemlock 

White Pine, 

California Red- 

Red Fir, Red 


Norway Pine, 

wood 

Pine, Cypress, 


Spruce, Eastern 


Cedar, Chestnut, 


Fir 


California Spruce 


1000 

1100 

1200 

White Oak, Northern 

Washington Fir or 

Southern Long-leaf or 

or Short-leaf Yellow 

Pine (Red Fir) 

Georgia Yellow Pine 

Pine 


The above values are pounds per square inch. Factor 
of safety 6. 



















34 


ROOF-TRUSSES. 


30. Transverse Strength of Steel Beams.— In the case 
of steel beams 




where M = the maximum moment in inch-pounds; 

I = the moment of inertia (given in the manufac¬ 
turers’ pocket-books); 

v = the distance of the outermost fiber from the- 
neutral axis; 

R = the safe stress in pounds per square inch in 
the outermost fiber; 

•S’ = ~ is given in the manufacturers’ pocket-books 

for each shape rolled for the conditions 
usually obtaining in practice. 

The safe value of R for soft steel may be taken as 1600c 
pounds. 

Example. —Suppose the oak beam in Article 29 is re¬ 
placed by a steel channel. What must be its size and 
weight? 

M = 15000 = RS = 16000 5 ; S = 0.94 

From any of the manufacturers’ pocket-books, a 3-inch 
channel weighing 4 pounds per linear foot has 5 = 1.1. 
The moment due to the weight of the channel is iwl 2 = 
i X 4 X 10 X 10 = 50 ft.-lbs. or 600 in.-lbs.; hence the total 
moment is 15600 inch-pounds, and the required value of 
15600 

^ = 16000 = °' 98, whlch 1S less than 1 ' 1 ' This be ^g the 

case, a 3-inch channel weighing 4 pounds per foot will be 
safe. (See Tables at end of book.) 




STRENGTH OF MATERIALS. 


35 


31. Special Case of the Bending Strength of Metal Pins. 

Where pins are used to connect several pieces, as in Fig. 


Pl P 2 P 3 



22, the moments of the outside forces can be determined 
in the usual way. 

RI 

This moment M = — = R(o.ogSd s ), 

where d = the diameter of the pin in inches; 

R = the safe stress in the outer fiber in pounds per 
square inch. 

The table on page 36 gives the safe values of M for vari¬ 
ous sizes of bolts or pins. For wrought iron use R = 15000, 
and for steel use R = 25000. 

32. Shearing Across the Grain of Bolts, Rivets, and 
Pins, —For wrought-iron bolts use 7500 pounds per square 
inch, and for steel 10000 pounds. The safe shearing values 
of rivets and bolts are given on page 36. 





















3 6 


ROOF-TRUSSES . 


MAXIMUM BENDING MOMENTS ON PINS WITH EXTREME 

FIBER STRESSES, 

Varying from 15000 to 25000 Pounds fer Square Inch. 


MOMENTS IN INCH-POUNDS EOR FIBRE STRESSES OF 


Diameter 

of 

Pin in 
Inches. 


I i 
Ii 
If 

T 5. 


2 1 

2 \ 

2 8 

2 \ 

2 8 
2 — 

o 7 
2 ¥ 

3 

3 * 

3 t 

3 t 

3 ? 

3:1 

3 t 

3 i 

4 


Area of Pin 
in Square 
Inches. 


•785 
• 994 
1.227 

1 485 

I. 767 
2.074 
2.405 
2.761 

3 -I 4 2 

3-547 

3 - 976 

4 - 430 

4.909 
5 412 
5 940 
6.492 

7.069 
7.670 
8.296 
8.946 

9.621 
10.321 

II. 045 
n -793 

12.566 


kooo Lbs. 
per 

Sq In. 


1470 

2100 

29OO 

3830 

4970 

6320 

7890 

9710 

II780 

I4I30 

16770 

19730 


6314O 

70150 

77660 

85690 

94250 


1S000 Lbs. 
per 

Sq In. 


1770 

2520 

3450 

4590 

5960 

7580 

9470 

H650 

I4140 

16960 

20130 

23670 


75770 

84180 

93190 

102820 


II3IOO 


20000 Lbs. 
per 

Sq. In. 


i960 

2800 

3830 

5IOO 

6630 

8430 

10520 

12940 

I57IO 

18840 

22370 

26300 

30680 

35520 

40830 

46660 

52970 

59920 

67400 

75480 

84180 

93530 

103540 

H4250 

125660 


22500 Lbs. 
per 

Sq. In. 


2210 

3150 

4310 

5740 

7460 

9480 

H84O 

14560 

I767O 

21200 

25160 

29590 

34510 

39960 

45940 

5249O 

59600 

674IO 

75830 

84920 

94710 

105220 

I1649O 

I2853O 

I4I370 


25000 Lbs. 
per 

Sq.In. 


2450 

3490 

4790 

6380 

8280 

10530 

13150 

16180 

19630 

23550 

27960 

32880 

38350 

44400 

51040 

58320 

66220 

74900 

84250 

94350 

IO5230 

1669IO 

129430 

142810 

157080 


23010 

26640 

30630 

34990 

39730 

44940 

50550 

56610 


27610 

31960 

36750 

41990 

47680 

55930 

60660 

67940 


SAFE SHEARING VALUES OF RIVETS AND BOLTS. 


Diam. 

of 

Rivet. 

Area in 

Square Inches. 

Single Shear 
at 7500 lbs. 

Double Shear 
at 15000 lbs. 

Single Shear 
at 10000 lbs. 

Double Shear 
at 20000 lbs. 

1 

.1105 

828 

1657 

1105 

2209 

i 

.1964 

1473 

2945 

1964 

3927 

a 

F 

.3068 

2301 

4602 

3068 

6136 

f 

.4418 

3313 

6627 

4418 

8836 

7 

¥ 

.6013 

4510 

9020 

6013 

12026 

I 

.7854 

5891 

II781 

7854 

15708 














































STRENGTH OF MATERIALS . 


37 


33. Shearing Across the Grain of Wood. 


SAFE TRANSVERSE SHEARING VALUES. 


400 

500 

GOO 

Lbs. per Sq. In. 

Cedar, 

Chestnut 

White Pine 

Hemlock 

Factor of safety 4 


750 

1000 

1250 

Lbs. per Sq. In. 

Spruce, 

White Oak, North- 

Southern Long- 

Factor of safety 4 

Eastern 

ern or Short-leaf 

leaf or Georgia 


Fir 

Yellow Pine 

Yellow Pine 



34. Wood in Direct Tension. 

SAFE TENSION VALUES. 


600 

700 

800 

Lbs. per 
Square Inch. 

Hemlock, 

White Pine, Cali- 

Spruce, Eastern Fir, 

Factor of 

Cypress 

fornia Redwood 

Cedar 

safety 10 


900 

1000 

1200 

Lbs. per 
Square Inch. 

Northern or 

White Oak, 

Southern Long- 

Factor of 

Short-leaf 

Washington Fir 

leaf or Georgia 

safety 10. 

Yellow Pine, 

or Pine, Cana- 

Pine, Douglas Fir, 
Oregon Fir, Yel- 


Red Pine, 

dian White Pine 


Chestnut 

and Red Pine 

low Fir 



35. Steel and Wrought Iron in Direct Tension.— For 

wrought iron use 12000 pounds per square inch, for steel 
use 16000 pounds per square inch. 











































CHAPTER IV. 


ROOF-TRUSSES AND THEIR DESIGN. 

36. Preliminary Remarks. —Primarily the function of 
;a roof-truss is to support a covering over a large floor-space 
which it is desirable to keep free of obstructions in the 
shape of permanent columns, partitions, etc. Train-sheds, 
power-houses, armories, large mill buildings, etc., are ex¬ 
amples of the class of buildings in which roof-trusses are 
commonly employed. 

The trusses span from side wall to side wall and are 
placed at intervals, depending to some extent upon the 
architectural arrangement of openings in the walls and upon 
the magnitude of the span. The top members of the 
trusses are connected by members called purlins, running 
usually at right angles to the planes of the trusses. The 
purlins support pieces called rafters, which run parallel to 
the trusses, and these carry the roof covering and any 
other loading, such as snow and the effect of wind. 

The trusses, purlins, and rafters may be of wood, steel, 
or a combination of the two materials. 

37. Roof Covering. —This may be of various materials 
or their combinations, such as wood, slate, tin, copper, clay 
tiles, corrugated iron, flat iron, gravel and tar, etc. 

The weights given for roof coverings are usually per 
square , which is 100 square feet. 


33 


ROOF-TRUSSES AND THEIR DESIGN. 39 

Tables I and II give the weights of various roof 
coverings. 

38. Wind Loads. —The actual effect of the wind blowing 
against inclined surfaces is not very well known. The 
formulas in common use are given below: 

Let Q = angle of surface of roof with direction of wind; 

F = force of wind in pounds per square foot; 

A = pressure normal to roof, = F sin a 1 - 84 cos0 - z ; 

B = pressure perpendicular to direction of the wind 
= F cot 0 sin 0 1,84 cos e ; 

C = pressure parallel to the direction of the wind 
= F sin 6 1,84 cos 6 . 


{Carnegie.) 


Angle 0 

5 ° 

10° 

20° 

30° 

1 

0 

0 

'4- 

50 ° 

o\ 

0 

0 

<1 

0 

0 

0 

O 

00 

90° 

A=FX 

0.125 

0.24 

0-45 

0.66 

O.S 3 

0.95 

I .00 

I .02 

I .01 

I .00 

B=FX 

0.122 

0.24 

0.42 

0.57 

O.64 

0.61 

0.50 

0-35 

0.17 

0.00 

C=FX 

0.010 

0.04 

0.15 

0.33 

0-53 

0-73 

0.85 

O.96 

0.99 

I .00 


39. Pitch of Roof. —The ratio of the rise to the span is 



called the pitch, Fig. 23 The following table gives the 
angles of roofs as commonly constructed: 






























40 


ROOF-TRUSSES. 


Pitch. 

Angle G. 

Sin 6. 

Cos G. 

Tan G. 

Sec G. 

1/2 

45 ° 

0' 

0 .70711 

0.70711 

1.00000 

1.41421 

i /3 

33 ° 

41' 

0.55460 

0.83212 

0.66650 

1.20176 

I 

2 t 3 

30 ° 

0' 

0.50000 

0.86603 

0-57735 

1.15470 

l /4 

26° 

34' 

0.44724 

0.89441 

0.50004 

1.11805 

!/5 

21° 

48' 

o. 37 i 37 

0.92849 

0.39997 

1.07702 

1/6 

l8° 

26' 

0.31620 

0.94869 

0.33330 

1.05408 


40, Transmission of Loads to Roof-trusses. —Fig. 24 
shows a common arrangement of trusses, purlins, and rafters,, 
so that all loads are finally concentrated at the apexes B, C„ 



D, etc., of the truss. Then the total weight of covering, 
rafters, and purlins included by the dotted lines mn, np, po y 
and om will be concentrated at the vertex B. The total wind 
load at the vertex B will be equal to the normal pressure 
of the wind upon the area mnop. 

41. Sizes of Timber, —Although any size of timber can 
be obtained on a special order, yet it is more economical 
so to design structures that only commercial sizes will be 
required. 

Commercial timber is commonly cut in even inches in 
cross-section and even feet in length. For example, 
2" X 12", 4" X 4", 4" X 12", 6 " X 8" are commercial sizes, 
and these can be obtained in lengths of 8'. io', 12', 14’, 











































ROOF-TRUSSES AND THEIR DESIGN. 


4i 


etc. Certain sizes arc cheaper when in particular lengths; 
extra-long pieces are usually expensive. See Timber 
Table XV. 

42. Steel Shapes.— Only such shapes should be em¬ 
ployed as are marked standard in the manufacturers’ pocket- 
books. These are readily obtained and cost less per pound 
than the “special” shapes. 

Ordinarily all members of steel roof-trusses are com¬ 
posed of two angles placed back to back, sufficient space 
being left between them to admit a plate for making con¬ 
nections at the joints. See Tables IX-XII. 

43. Round Rods.— In wooden trusses the vertical ten¬ 
sion members, and diagonals when in tension, are made of 
round rods. These rods should be upset at the ends so 
that when threads are cut for the nuts, the diameter of the 
rod at the root of the thread is a little greater than the 
diameter of the body of the rod. It is common practice 
to buy stub ends—that is, short pieces upset—and weld 
these to the rods. Unless an extra-good blacksmith does 
the work the upsets should be made upon the rod used, 
without welds of any kind. Very long rods should not be 
spliced by welding, but connected with sleeve-nuts or 
turnbuckles. 

Upset ends, turnbuckles, and sleeve-nuts are manu¬ 
factured in standard sizes and can be purchased in the 
open market. See Table VII. 

44. Bolts.— The sizes of bolts commonly used in wooden 
roof-trusses are f" and -J" in diameter. Larger sizes are 
sometimes more economical if readily obtained. J" and 
I" bolts can be purchased almost anywhere. Care should 
be taken to have as many bolts as possible of the same size, 






42 


ROOF- TRUSSES. 


as the use of several sizes in the same structure usually 
causes trouble or delay. See Tables V and VI. 

45. Rivets. —The rivets in steel structures should be 
of uniform diameter if possible. The practical sizes for 
different shapes are given in the manufacturers’ pocket- 
books. See Tables III, IV, and V. 

46. Local Conditions. —In making a design local mar¬ 
kets should be considered. If material can be purchased 
from local dealers, although not of the sizes desired, it 
will often happen that even when a greater amount of 
the local material is used than required by the design, the 
total cost will be less than if special material, less in quan¬ 
tity, had been purchased elsewhere. This is especially 
true for small structures of wood. 



CHAPTER V. 


DESIGN OF A WOODEN ROOF-TRUSS. 

47. Data. 

Wind load = 40 pounds per square foot of vertical 

projection of roof. 

Snow load = 20 pounds per square foot of roof. 

Covering = slate 14" long, J" thick =9.2 pounds 

per square foot of roof. 

Sheathing = long-leaf Southern pine, i-J" thick = 

4.22 pounds per square foot of roof. 

Rafters = long-leaf Southern pine, 2" thick. 

Purlins = long-leaf Southern pine. 

Truss = long-leaf Southern pine, for all mem¬ 
bers except verticals in tension* 
which will be of soft steel. 

Distance c. to c. of trusses = 10 feet. 

Pitch of roof = 3. 

Form of truss as shown in Fig. 25. 



Span 60' Rise 20' 

Fig. 25 . 


43 








44 


ROOF-TRUSSES. 


48, Allowable Stresses per Square Inch. 

SOUTHERN LONG-LEAF PINE. 


Tension with the grain. Art. 34, 1200 lbs. 

End bearing. Art. 23, 1600 lbs. 

End bearing against pins. 2500 lbs. 

Compression across the grain. Art. 25, 350 lbs. 

Transverse stress—extreme fiber stress, Art. 29, 1200 lbs. 

Shearing with the grain.Art. 27, 150 lbs. 

Shearing across the grain. Art. 33, 1250 lbs. 


Columns and Struts. Values given in Art. 21. 


STEEL. 


Tension with the grain.Art. 35, 

Bearing for rivets and bolts. Art. 24, 

Transverse stress—extreme fiber stress, Art. 30, 
Shearing across the grain. Art. 32, 


Extreme fiber stress in bending (pins), Art. 31, 


16000 lbs. 
20000 lbs. 
16000 lbs. 
10000 lbs. 
25000 lbs. 


49. Rafters. —The length of each rafter c. to c. of purlins 
is 10 X sec 0 = 10X1.2 = 12 feet, and hence the area 
mnop, Fig. 24, is 12 X 10 = 120 square feet. 


VERTICAL LOADS. 

Snow = 20.00 X 120 = 2400 lbs. 

Slate = 9.20 X 120 = 1104 lbs. 

Sheathing = 4.22 X 120= 506 lbs. 

33 42 X 120 = 4010 lbs. 

The normal component of this load is 4010 X cos 6 , 
or 4010 X 0.832 = 3336 pounds. 














DESIGN OF A WOODEN ROOF-TRUSS. 


45 


The normal component of the wind is (Art. 38) about 

40 X 0.70 = 28 lbs. per square foot, and the total, 28 X 120 
= 3360 lbs. 

1 

The total normal load supported by the rafters, ex¬ 
clusive of their own weight, = 3336 T 3360 = 6696 lbs. 
6696 -T- 12 = 558 lbs. per linear foot of span of the rafters. 

Since the thickness of the rafters has been taken as 2", 
cither the number of the rafters or their depth must be as¬ 
sumed. 

Assuming the depth as 8", the load per linear foot which 
each rafter can safely carry is (Art. 29) 

| -wl 2 — -j\Rbd 2 . 

\w X 12 X 12 = T V X 1200 X 2 X 8 X 8 , 

21 7,2 

or w = —= 118 lbs. 

I o 

558 -5- 118 = 5 = the number of 2" X 8" rafters required. 

To allow for the weight if the rafters and the compo¬ 
nent of the vertical load which acts along the rafter, six 
rafters will be used. If a rafter is placed immediately over 
each truss, the spacing of the rafters will be 10 X 12 -5- 
6 = 20 inches c. to c. 

The weight of the rafters is [2 X{ X i2]6 X 3.75 = 360 

lbs. 

50. Purlins. —The total load normal to the roof carried 
by one purlin, exclusive of its own weight, is 6696 + 360 X 
0.832 = 6996 lbs. This is concentrated in loads of 6996 
6 = 1166 lbs., spaced 20" apart, as shown in Fig. 26. 

The moment can be determined graphically (Art. 13), 
or algebraically, as follows: 



46 


ROOF- TRUSSES. 


Moment at center = 2915 X 60 — 1166 X 40 — 1166 
X 20 = 104940 inch-pounds. Assume the purlin to be 10" 
deep, then for each inch in thickness the maximum moment 



Fig. 26 . 


which it can safely resist is \RbcL 2 = } X1200 X 1 X 10 X 
10 = 20000 inch-pounds. 

1 ^- 94 ° _ - 2 " = the required width of purlin. To allow for 
20000 ^ 

the weight of the purlin and any force acting along the 
rafters, the next ccmmercial size will be used, or 6 " X 10". 
The weight of the purlin is 5 X 10 X 3.75 = 188 lbs. 
51. Loads at Truss Apexes. —Exclusive of the weight 
of the truss the vertical load at each apex, U x , U 2 , U 3 , U iy 
and C/ 6 , Fig. 25, is 


Snow, slate, sheathing 

Rafters. 

Purlins. 


Art. 49, 4010 lbs. 

Art. 49, 360 lbs. 

Art. 50, 188 lbs. 

4558 lbs. 


The weight in pounds of the truss may be found from 
the formula W = fhL(i + X VA), where d is the distance 
in feet c. to c. of trusses, and L the span in feet. Substitut¬ 
ing for d and L, 

W = i X 10 X 60(1 + X V X 60) = 3150 lbs. 

The full apex load is ^ 5 -° = 525 lbs., and hence the 


















DESIGN OF A WOODEN ROOF-TRUSS. 


47 


total vertical load at each apex U -U 5 , inclusive, is 4558 + 
525 = 5083 lbs. In case the top chords of the end trusses 
are cross-braced together to provide for wind pressure, etc., 
this load would be increased about 75 or 100 lbs. 

For convenience, and since the roof assumed will re¬ 
quire light trusses, the apex loads will be increased to 6000 
lbs. In an actual case it would be economy to place the 
trusses about 15 feet c. to c. 

The load at the supports is = 3000 lbs. 

Wind .—The wind load for apexes U i and U 2 is 3360 lbs. 
(Art. 49), and at apexes L 0 and U 4 the load is -^- 3 ¥ 6 -°- = 1680 lbs. 
For the determination of stresses let the wind apex load be 
taken as 3400 lbs., and the half load as 1700 lbs. 

In passing, attention may be called to the fact that the 
weight of the truss is less than 10 per cent, of the load it 
has to support exclusive of the wind; hence a slight error 
in assuming the truss weight will not materially affect the 
stresses in the several members of the truss. 

52. Stresses in Truss Members. —Following the prin¬ 
ciples explained in Chapter II, the stress in each piece is 
readily determined, as indicated on Plate I. 

Having found the stresses due to the vertical loads, the 
wind loads when the wind blows from the left and when it 
blows from the right, these stresses must be combined in 
the manner which will produce the greatest stress in the 
various members. The wind is assumed to blow but from 
one direction at the same time; that is, the stress caused 
by the wind from the right cannot be combined with the 
stress due to the wind from the left. 

In localities where heavy snows may be expected it is 
best to determine the stresses produced by snow covering 
but one half of the roof as well as covering the entire roof. 




4 8 


ROOF-TRUSSES. 


For convenience of reference the stresses are tabulated 
here. 


u 3 



STRESSES. 



Vertical Loads. 

Wind Left. 

Wind Right. 

Maximum Stresses. 

L0U1 

+ 27200 

+ 7300 

+ 5600 

+ 34500 

U 1 U , 

+ 21700 

+ 5800 

+ 5600 

+ .27500 

U,U* 

+ 16300 

+ 4400 

+ 5600 

+ 20700 

LqL 1 

— 22600 

— 8700 

— 2600 

— 31300 

L U 

— 22600 

— 8700 

— 2600 

— 31300 

uu 

—l8lOO 

— 5600 

— 2600 

— 23700 

u,u 

O 

0 

O 

O 


— 3000 

— 2000 

0 

— 5000 

U 3L3 

— 12000 

— 4100 

+ 

-4100 

—l6lOO 

u , l 9 

+ 5400 

+ 3700 

0 

9100 

u,l 3 

+ 7600 

+ 5100 

0 

12700 


+ signifies compression. 


53. Sizes of Compression Members of Wood. 

Piece L 0 U V Stress = + 34500. 

This piece has the greatest stress of all the upper chords. 
Since the apex U 1 is held in position vertically by the truss 
members, and horizontally by the purlins, the unsupported 
length of L 0 U l as a column is 12 feet. 

To determine the size a least dimension must be as¬ 
sumed and a trial calculation made. This will be better 
explained by numerical calculations. 

Let the least dimension be assumed as 4", then 4 = 

d 


12 X 12 


36, and from Art. 21, P = 2445 lbs. per square 


4 


















DESIGN OF A WOODEN ROOF-TRUSS. 


49 


inch. The safe or allowable value is — = = 610 

4 4 

lbs. per square inch. Hence 34500 4- 610 = 55.5 = num¬ 
ber of square inches required. If one dimension is 4", the 
other must be 14", or a piece 4" X 14" = 56 square inches, 
12' long, will safely carry the stress 34500 lbs. This shape, 
however, is not economical. The more nearly square the 
strut is the more economical will it be if rectangular shapes 

are used, provided the size is a commercial size. 

/ 12 X 12 

Let d = 6", then ^ = -g- = 24 and P = 3240, 

making the safe load per square inch 3240 4- 4 = 810 lbs. 
•2-ff-J-- = 42.6 = number of square inches in section re¬ 
quired. A piece 6" X 6" is too small, hence a 6" X 8" 
timber must be used. Note that a piece 4" X 14" = 56 
square inches, and a piece 6" X 8" = 48 square inches, a 
gain of 8 square inches. 

Note. —The sectional dimensions of commercial lum- 
b>er are nominal, and all are slightly smaller when measure¬ 
ments are taken of the actual timber. This, as well as 
shrinkage, makes it impracticable to select timber which 
may nominally have the required section. The next larger 
size should always be taken. 

Pieces an d U 3 . 

Stresses + 27500 and + 20700. 

Letting d = 6", 27500 a- 810 = 34 square inches re¬ 
quired. Now 6" X 6" = 36 square inches is the minimum 
number which can be used when d = 6"; hence a 6 " X 6" 
piece can be used. However, a change in size requires a 
splice, and usually the cost of bolts and labor for the splice 
exceeds the cost of the extra material used in continuing 




5° 


ROOF-TRUSSES. 


the piece L 0 U 1 past the point U 2 . For this reason, and 
because splices are always undesirable, the top chords of 
roof-trusses are made uniform in size for the maximum 
lengths of commercial timber, and, excepting in heavy 
trusses, the size of the piece L 0 U 1 is retained throughout the 
top chord, even when one splice is necessary. 

To illustrate the method of procedure when the size is 
changed, suppose U 2 U 3 is of a different size from UJJ . 2 . 
To keep one dimension uniform the piece must be either 


6" or 8" on one side. 


Try the least d as 4", then = 36, and 


— = -- = 610 lbs. 20700 -i- 610 = 34 square inches 

4 4 

required. 34-7-4 indicates that a 4" X 10" piece is neces¬ 
sary; but the other dimension was taken as 6", therefore, 
in order to retain this dimension a 6" X 6" piece must be 
used. 

Since UJJ 2 can also be 6" X 6", L 0 U 1 can be 6" X 8", 
and the remainder of the rafter 6" X 6" in case a splice is 
necessary. 6" X 8" will be used throughout. 


Piece U X L 2 . Stress = + 9100. 


The unsupported length of this piece is 12 feet. Try 

P 

least d = 4", then — =610 and 9100 -f- 610 = 15 = the 

4 

number of square inches required; hence a piece 4" X 4" 
= 16 square inches can be used. For appearance and 
stiffness a piece 4" X 6" will be used. 

Piece U 2 L 3 . Stress = + 12700. 


The unsupported length = 10 X 1.6667 = 16.67 feet, 


l 16.67 X 12 
d 4 


P _ = 1835 
4 4 


= 5 °- OI > 


= 460 lbs. 





DESIGN OF A WOODEN ROOF-TRUSS. 51 

12700 -r 460 = 28 = number of square inches required, 
or a piece 4" X 8" must be used if d = 4". 

^ I P 2600 

Try d = 6', then -r = 33 +, — = —- = 650. 

a 44 

12700-^650 = 19 square inches required. The smallest 
size where d=- 6" is 6"X6" = ^6 square inches. 

In this case a 4" X 8" is more economical in material by 
4 square inches of section, but the extra material used in a 
6 " X 6" piece is more than balanced by its greater strength 
and stiffness. 

54. Sizes of Tension Members of Wood. 

Pieces L 0 L t and L x L r Stress = — 31300. 

From Art. 34 the allowable stress per square inch for 
Southern long-leaf pine is 1200 lbs. 

31300 - 5 - 1200 = 26.1 = the net number of square inches 
required. In order to connect the various pieces at the 
apexes, considerable cutting must be done for notches, 
bolts, etc., and where the fibres are cut off their usefulness 
to carry tensile stresses is destroyed. Practice indicates 
that in careful designing the net section must be increased 
by about 1, or in this case the area required is 23+16 = 39 
square inches, therefore, a piece 6"X8" = 48 square inches 
must be used. 

Piece L 2 L 3 . Stress = - 23700. 

In a similar manner this member can be proportioned, 
but since splices in tension members are very undesirable, 
owing to the large amount of material and labor required 
in making them, the best practice makes the number a 



5 2 


ROOF-TRUSSES. 


minimum consistent with the market lengths of timber,, 
and, consequently, in all but very large spans the bottom 
chord is made uniform in size from end to end. 

55. Sizes of Steel Tension Members. 

Piece U X L V Stress = o. 

Although there is no stress in U 1 L V yet, in order that, 
the bottom chord may be supported at L v a round rod f"' 
in diameter will be used. 

Piece U 2 L 2 . Stress = — 5000. 

The number of square inches required is (Art. 35), 5000 
16000=0.31 square inches. A round rod inch in diam¬ 
eter is required, exclusive of the material cut away by the 
threads at the ends. The area at the root of the threads, 
of a f " round rod is 0.42 square inches, hence a f" round rod 
will be used. (Table VII.) 

Piece V3L3. Stress = —16100. 

16100 -e 16000 = 1.06 square inches. A i\" round rod 
has area of 1.227 square inches. This rod upset (Table 
VII) to if" at the ends will be used. 

If the rod is not upset a diameter of if" must be used, 
having an area of 1.057 square inches at the root of the 
threads. 

Note that the above rods have commercial sizes. 

56. Design of Joint L —With f" Bolts.—A common 
form of joint at L 0 is shown in Fig. 26. The top chord rests 
in a notch db in the bottom chord, and, usually, altogether 
too much reliance is put in the strength of this detail. The 
notch becomes useless when the fibres fail along db, or when 


DESIGN OF A IVOODEN ROOF-TRUSS. 53. 

the bottom chord shears along ab. The distance ab is quite 
variable and depends upon the arrangement of rafters, 
gutters, cornice, etc. Let about 12" be assumed in this 
case, then it will safely resist a longitudinal shearing force 
of 12 X 6 X 15° = 10800 lbs. (Art. 27). The area of the end 
fibers due to the notch db equals ij X 6 =9 square inches, 
if dc=i£". This will safely resist ij X 6 X 1600 = 14400 



lbs. (Art. 23); but the wood would shear along ab before 
this force could be realized, hence the value of the notch is 
but 10800 lbs., leaving 34500—(10800)1.2 = 21500 lbs. to 
be held in some other manner, in this case by f" bolts. 

To save cutting the bottom chord for washers, and also 
to increase the bearing upon the supports of the truss it is 
customary to use, a corbel or bolster, as shown in Fig. 26. 

Let a single bolt be placed 6 " from the end of the bot- 















































54 


ROOF-TRUSSES. 


tom chord. This will prevent the starting of a crack at b , 
and also assist in keeping the corbel in place. 

If it is assumed that the bolt holes are slightly larger 
than the bolts, the instant that any motion takes place 
along be the bolts B will be subjected to tension. If friction 
along be, and between the wood and the metal-plate washer 
be neglected, the tension in the bolts may be determined by 
resolving 34500— 10800 sec 0 = 21500 into two components, 
one normal to the plane be, and the other in the direction 
of the bolts. Doing this the tension in the bolts is found 
to be about 40000 lbs. See Fig. 26. 

Since all friction has been neglected, the allowable ten¬ 
sile strength per square inch of the bolts may be taken 
somewhat larger than 16000 lbs., or, say, 20000 lbs. Then 
the total area required is = 2.00 □ The area at 

the root of a thread of a V bolt is 0.42 □ hence = c = 

0.42 J 


the number of bolts required. 

Each bolt resists a tension of = 8000 lbs., and 

hence the area of the washer bearing across the fibers of the 
wood must be - 8 3°A° = 23.0 □ " (Art. 25). As the standard 
cast-iron washer has an area of but 11.0 a single steel 
plate will be used for all the bolts. The total area including 
5 — 1" holes for bolts will be 5(23+ 0.785) = 119 and as 
the top chord is 6 " wide, the plate will be 6" X 20" = 120 

The proper thickness of this plate can be determined 
approximately as follows: 

The end of the plate may be considered as an over¬ 
hanging beam fastened by the nuts or heads on the bolts 
and loaded with 350 lbs. per square inch of surface bearing 
against the wood. 




DESIGN OF A WOODEN ROOF-TRUSS. 55 

The distance from the end of the plate to the 
nuts is about 3^", and the moment at the nuts is 
35 ° X6X34X3{Xi = moo inch-pounds. This must 
equal -J- Rbd 2 = £ Rbt 2 = -J- X 16000 X 6 X t 2 , or t 2 = = 

0.70, and hence t = 0.84"= {" about. A J" plate will be 
used (Art. 30). 

The tension in the bolts must be properly transferred 
to the corbel through adequate washers. Each bolt carries 
a tension of = 8000 lbs. 

The bolts in pairs transfer their stress partially against 
the end fibers of the wood over an area of 4 X 6 = 24 
which will be considered adequate. The washer of the 
-single bolt bears across the grain and should have an avail¬ 
able area of -VVV (l==2 3 D ,/ - A cast-iron washer 5" in diam¬ 
eter, and beveled as shown in Fig. 26, will be used. 

The horizontal component of the tension in the bolts 
having been transferred to the corbel, must now be trans¬ 
ferred to the bottom chord. This is done by two white 
oak keys 2X 8" long. Each key will safely carry an 
end fiber stress (Art. 23), of 14 X 6 X 140G = 10500 lbs., 
and two keys 2 X 10500, or 21000 lbs., or the total horizon¬ 
tal component of the stress in the bolts. 

The safe longitudinal shear of each key is (Art. 27), 
6" X 8 X 200 = 9600, and for both keys 2 X 9600 = 19200 
lbs., a little less than the stress to be transferred. 

The bearing of the keys against the end fibers of the 
-corbel and the bottom chord is safe, as the safe value for 
long-leaf Southern pine is greater than for white oak. 

The safe longitudinal shear in the end of the bottom 
chord is about 6 X 12 X 150 = 7200 lbs. exclusive of the 
bolt. The safe strength at the right end of the corbel is 


5 6 


ROOF-TRUSSES. 


about the same. Between the keys there is ample shear¬ 
ing surface without any assistance from the bolts in both 
the corbel and the bottom chord. The actual holding 
power of the two bolts near the ends of the corbel is an un¬ 
certain quantity, but it will be safe to assume they will 
reinforce the action of the keys sufficiently to resist a stress 
of 21000 lbs. 

If the oak keys be replaced by metal keys, 2-J" X 2j", 
one placed at the right end of the first key and the other 
at the left end of the second key. The two bolts men¬ 
tioned above will simply prevent the keys from rolling 
out of their seats, and the 21000 lbs. be provided for. 

In order to prevent bending, and also to give a large 
bearing surface for the vertical component of 34500 lbs., 
a white oak filler is placed as shown in Fig. 26, and a small 
oak key employed to force it tightly into place. 

The net area of the bottom chord must be -V/oV - = 
26.1 □ " which inspection shows is exceeded at all sections 
in Fig. 26. 

The form of joint just considered is very common, but 
almost always lacking in strength. In addition to the 
notch, usually but one or two £" bolts are used where 
five $" bolts are required. The writer has even seen trusses 
where the bolts were omitted entirely. 

The joint as designed would probably fail before either 
the top or bottom chords gave out. If tested under a ver¬ 
tical load, the top chord would act as a lever with its ful¬ 
crum over the oak filler; this would throw an excessive 
tension upon the lower pair of bolts, and they would fail 
in the threads of the nuts. 

Whenever longitudinal shear of wood must be depended 


DESIGN OF A WOODEN ROOF-TRUSS. 


57 


upon, as in Fig. 26, bolts should always be used to bring; 
an initial compression upon the shearing surface, thereby 
preventing to some extent season cracks. 

56 a. Design of Joint L 0 —Bolts and Metal Plates.— 
The horizontal component of 34500 lbs. is 28700 lbs., 
which is transferred to the bottom chord by the two metal 
teeth let into the chord as shown in Fig. 27. Let the first 



plate be 1" thick and the notch 2" deep, then the safe mo¬ 
ment at the point where it leaves the wood is \Rbt 2 = -J-X 
16000 X 6 X 1 X 1 = 16000 inch-pounds. 

A load of 16000 lbs. acting 1" from the bottom of the 
tooth gives a moment of 16000 X 1 = 16000 inch-pounds. This 

16000 

load uniformly distributed over the tooth = ^-—7 = 1330 

lbs. per square inch; as this is less than 1600 lbs., the safe 
bearing against the end fibers of the wood, the value of the 
tooth is 1330 X 12 = 16000 lbs. The shearing surface: 





















































3 » 


ROOF-TRUSSES. 


ahead of the tooth must beat least -tf§^- Q - = io8 □ and 
since the chord is 6" thick, the length of this surface must 
be at least = 18", which is exceeded in Fig. 27. 

In like manner the value of the second tooth f" thick 
is found to be 12000 lbs., and hence the value of both teeth 
is 16000 + 12000=28000 lbs., which nearly equals the total 
horizontal component of 34500 lbs. or 28700 lbs. 

The horizontal component 28700 lbs. is transferred to 
the metal through the vertical plates at the end of the top 
chord, and. these are held in place by two bolts as shown. 
Since less than two square inches of section are required 
in the plates to resist by tension, it is evident that there is 
ample provision for this. 

To shear the plates a surface of i+f X 6 = 10.5 □" must 
fail. The safe strength is 10.5 X 10000 = 105000 lbs., or 
over three times 28700 lbs. (Art. 32). 

The net area of the bottom chord is 30 which ex¬ 
ceeds the amount required. 

The corbel is not absolutely necessary in this detail, but 
it simplifies construction. 

To keep the f" plate in place two f" bolts are employed. 
They also keep the tooth in its proper position. 

The teeth should usually be about twice their thick¬ 
ness in depth, as then the bending value of the metal about 
equals the end bearing against the wood. This allows for 
a slight rounding of the corners in bending the plates. 

Fig. 28 shows another form of joint using one f" plate. 
The bolt near the heel of the plate resists any slight lifting 
.action of the toe of the top chord, and also assists somewhat 
:in preventing any slipping towards the left. 


DESIGN OF A WOODEN ROOF-TRUSS. 59 




Fig. 29. 




















































































6o 


ROOF-TRUSSES. 


57. Design of Joint L 0 —Nearly all Wood.—The strength 
of this joint depends upon the resistance of the shearing 
surfaces in the bottom chord and the bearing of wood against 
wood. The notches when made, as shown in Fig. 29, will 
safely resist the given stresses without any assistance from 
the bolts. A single bolt is passed through both chords to 
hold the parts together which might separate in hand¬ 
ling during erection. The horizontal bolts in the bottom 
■chord are put in to prevent any tendency of the opening 
of season cracks, starting at the notches. The vertical 
bolts serve a similar purpose, as well as holding the corbel 
■or bolster in place. 

58. Design of Joint L 0 —Steel Stirrup.—Fig. 30 shows 



Flo. 30. 

one type of stirrup joint, with a notch 2" deep. The 
safe load in end bearing is 19200 lbs., and for shearing 
.ahead of the notch 16200 lbs. The horizontal component 










































DESIGN OF A WOODEN ROOF-TRUSS. 


61 


of 345°°> l ess 16200, is the horizontal stress which must be 
taken by the stirrup. 28700—16200 = 11500^)5. 11500 = 

sin 0 — 0 ^446 = 2 °7°° lbs. = stress in stirrup rod. 

20700 

16000 = I- 3 0= num ber of square inches of steel re¬ 
quired, or 0.65 □" must be area of the stirrup rod. A ii" 
round rod will be used which has an area, at the root 
of the threads, of 0.694 

To pass over the top chord the rod will be bent in the 
arc of a circle about 6" in diameter, and rest in a cast-iron 
saddle, as shown in Fig. 30. The base of this saddle must 
have an area of = 56.3 The size of the base will 

be 6" X 92". 

The horizontal stress 11500 transferred to the corbel 
will be amply provided for by the two steel keys which 
transfer it to the bottom chord. 

59. Design of Joint L 0 —Steel Stirrup and Pin.—The 
detail shown in Fig. 31 is quite similar to that shown in 
Fig. 30, in the manner of resisting the stresses. In the 
present case the tension in the steel rod is 16000 lbs., re¬ 
quiring a rod 1" square. Loop eyes for a 2f" pin are formed 
on each end of the rod as shown. Each loop has a stress 
of 16000 lbs., and if one-half the horizontal stress trans¬ 
mitted to the bottom chord is assumed to act i\" from the 
outside surface of the chord, the moment of this stress is 
i6ooo(ii-fi) =32000 inch lbs., requiring a 2§" pin (Art. 
31). The pin is safe against shearing, as 4.43 X 10000 = 
44300 is much greater than the stress to be carried. 

The pin will not crush the end fibers of the bottom 
chord as 2f X 6 X 16000 = 22800 is greater than 28700 — 
16200, the horizontal component to be resisted. 





6 2 


ROOF-TRUSSES. 


The vertical component of 32000 lbs. is resisted by 
the pin bearing across the fibers of the bottom chord, and 
by the usual rules the area is entirely too small. Experi¬ 
ence shows, however, that when the fibers are confined at 
the ends, as in this case, if the detail is safe in other 



particulars, failure will not take place by the crushing of 
these fibers. Failure usually takes place by the splitting 
of the bottom chord through the pin-hole. 

The cast-iron saddle is large, as 32000 lbs. must be 
distributed over the surface of the top chord, so that the 
load per square inch does not exceed 350 lbs. 

This joint has the bad feature that no adjustment is 
readily made after it is assembled, other than by driving 
the saddle up until it is tight. The probability is that the 
notch carries the entire load until enough distortion has 
taken place to bring the stirrup into action. 































DESIGN OF A WOODEN ROOF-TRUSS. 


6 3 

60. Design of Joint 1 .— Plate Stirrup and Pin.—Fig. 32. 
■—The method pursued in proportioning this type of joint 


"T" 

'00 

~co 

1 


<r 


Fig. 32. 



is the same as that followed in Art. 59. In this case the 
stirrup takes the entire component of 34500 lbs., the |"-bolt 
merely keeps the members in place. 

Note that the bearing against the pin is about 2000 lbs. 
per square inch of the wood fibers. It requires a 3"-pin 
to reduce this to 1600 lbs. 

61. Design of Joint L 0 —Steel Angle Block.—Fig. 33.— 
This joint needs no explanation. Its strength depends upon 
the two hooks and the shearing resistance in the bottom 
chord. The diagonal bolt is introduced to hold the block 
in its seat, and to reinforce the portion in direct compression. 
The top chord is kept in position by the top plate, and a 
1 "-round steel pin driven into the end and passing through 
a hole in the block. 
































6 4 


ROOF-TRUSSES. 


62. Design of Joint L 0 —Cast-iron Angle Block.—At the 
right, in Fig. 33, is shown a cast-iron angle block made of 
f" or 1 metal. It is held in place by two f "-inch bolts. The 
top chord is held in position by a cast-iron lug in the centre 



of the block used to strengthen the portion of the block at 
its right end. 

In all angle block joints care must be taken to have 
sufficient bearing surface on top of the bottom chord to 
safely carry the vertical component of the stress in the 
top chord. 

63. Design of Joint L 0 — Special.—It sometimes happens 
that trusses must be introduced between walls and the 
truss concealed upon the outside. In this case the bottom 
chord rarely extends far beyond the point of intersec¬ 
tion of the center lines of the two chords. The simplest 
detail for this condition is a flat plate stirrup and a pin, 
as shown in Fig. 34. As in Art. 60, a 3"-pin is required 






































DESIGN OF A WOODEN ROOF-TRUSS. 


6 S 



Fig. 34. 



Fig. 35. 












































































66 


ROOF-TRUSSES. 


if the end bearing of the wood fibers is about 1600 lbs. per 
square inch. Confined fibers can safely carry 2000 lbs. 
per square inch. 

Fig. 35 shows another type of joint which has some 
advantages over that shown in Fig. 34, as it can be ad¬ 
justed. The bottom chord, however, must be heavier 
on account of the deep notches required. 

64. Design of Joint L 0 —Plank Members.—Figs. 36 and 



Fig. 36. 

37 show two types of joints when the members of the truss 
are made up of plank. Large bolts are used as they are 
subjected to bending. In case large bolts cannot be readily 
obtained, then a larger number of small bolts may be em¬ 
ployed. 



































DESIGN OF A WOODEN ROOF-TRUSS. 67 

65. Design of Wall Bearing. —In designing joint L 0 
above, no consideration of the reaction at the support has 
been considered. The vertical and horizontal forces at 



L 0 are shown on Plate I. The horizontal component is 
3700 lbs., but about 1000 lbs. of this is due to the 1700 
lbs. at L 0 , leaving 2700 lbs., which is the difference between 
the horizontal component of the stress in the top chord 
and the stress in the bottom chord. The corbel, or bolster, 
must be so fastened to the support that 3700 lbs. may be 
safely resisted. In most cases friction is sufficient, but as 
an extra precaution it is best to notch the bolster, as shown 
in the various designs. 

The total vertical load is 23500 lbs., and the bearing 
;area required is 1 jHHp- = 63 As the bolster is 6" thick 

the bearing should be 11" long for long-leaf Southern pine 
-and 8" long for oak. Usually there is ample bearing on 
masonry walls. In frame buildings there may be a lack 
of bearing surface, but if the stress does not exceed 500 or 




























68 


ROOF-TRUSSES. 


600 lbs. per square inch, no trouble will result for the 
harder woods. 

66. Remarks Concerning the Designs for Joint L 0 . — In 

all of the above designs little or no account has been taken 
of the friction between the various surfaces. This is justi¬ 
fiable, because after the truss has been in position a few 
months all nuts become loose, owing to the shrinkage of 
the wood. In twelve inches of wood this often amounts 
to more than one-half an inch. 

All bolts and pins should have a driving fit and the 
nuts on bolts be screwed up very tight. Whenever pos¬ 
sible the nuts should be tightened at the end of three 
months after erection, and again at the end of a year. 

It will be noticed that the full sizes of the timbers have 
been used in dimensioning. These will not obtain in 
market sizes, which will be from §" to i" scant in size. A 
good carpenter will take this into account in framing. 

67. Design of Joint U 2 . —As the rafter is continuous 
by this joint it will be necessary to consider only the ver¬ 
tical rod and the inclined brace. 

Since the stress of the rod is comparatively small, the 
standard size of cast-iron washer can be employed to trans¬ 
fer it to the rafter. Two forms of angle washers are shown 
in Figs. 38 and 40. In Figs. 39 a bent plate washer is shown 
which answers very well if let into the wood or made suf¬ 
ficiently heavy so that the stress in the rod cannot change 
the angles of the bends. 

Where the inclined member is so nearly at right angles 
with the top chord as in this case, a square bearing, as 
shown in Fig. 40, is all that is required if there is sufficient 
bearing area. In this case there are 36 which has a 


DESIGN OF A WOODEN ROOF-TRUSS. 69 

safe bearing value of 36x350 = 12600 lbs., which is within 
100 lbs. of being sufficient. 




Fig. 38 shows a method of increasing the bearing area 
by means of a wrought plate, and Fig. 39 the same end 












7o 


ROOF-TRUSSES. 


reached with a cast-iron block. In all cases the strut should 
be secured in place either by dowels, pins or other device. 



68. Design of Joint U v —The disposition of the J-" rod 
is evident from the Figs. 41, 42, and 43. 



Fig. 41 shows the almost universal method employed 
by carpenters in framing inclined braces, only they seldom 









DESIGN OF A WOODEN ROOF-TRUSS. 71 

take care that the center lines of all pieces meet in a point 
as they should. 

If the thrust 9700 lbs. be resolved into two components 




notch deep is required to safely take care of the com¬ 
ponent parallel to the rafter. The component nearly nor¬ 
mal to the rafter is safely carried by about 20 














; 2 


ROOF-TRUSSES. 


Figs. 42 and 43 show the application of angle-blocks* 
which really make much better connections, though some¬ 
what more expensive, than the detail first described. 

69. Design of Joint L 2 .—Fig. 44 shows the ordinary 
method of connecting the pieces at this joint. The hori¬ 



zontal component of 9100 lbs. is taken by a notch i\" 
deep and 4" long. The brace is fastened in place by a -f" 
lag-screw 8" long. The standard cast-iron washer, 3J" in 

r 

diameter, gives sufficient bearing area against the bottom 
chord for the stress in the vertical rod. 



Fig. 45 shows a wooden angle-block let into the bottom 
chord iY'. The dotted tenon on the brace need not be 



























DESIGN OF A WOODEN ROOF-TRUSS . 


73 


over 2" thick to hold the brace in position. The principal 
objection to the two details just described is that the end 
bearing against the brace is not central, but at one side, 
thereby lowering the safe load which the brace can carry. 

big. 46 shows the application of a cast-iron angle-block. 
The brace is cut at the end so that an area 4 // X4 // trans¬ 



mits the stress to the angle-block. If the lugs on the 
bottom of the block are 1J" deep, the horizontal component 
of the stress in the brace will be safely transmitted. 



In Fig. 47 a j" bent plate is employed. This detail 
requires a f" bolt passing through the brace and the bottom 
























74 


ROOF-TRUSSES. 


chord to make a solid connection. The use of the bolt 
makes the end of the brace practically fixed, so that the 
stress may be assumed to be transmitted along the axis or 
center line. 

70. Design of Joint L 3 and Hook Splice.— A very com¬ 
mon method of securing the two braces meeting at L 3 is 
shown in Fig. 48, though they are rarely dapped into 
the lower chord. This method does fairly well, excepting 



Fig. 48. 

when the wind blows and one brace has a much larger 
stress than the other. In this case the stresses are not 
balanced, and the struts are held in place by friction and 
the stiffness of the top chord. 

The washer for the ii" rod upset to if" must have an 
area of =45 which is greater than the bearing 

area of the standard cast-iron washer, so a f" plate, 6"X8", 
will be used. 





















































DESIGN OF A WOODEN ROOF-TRUSS. 


75 


It is customary to splice the bottom chord at this joint 
when a splice is necessary. The net area required is 
VAir — 20 The splice shown in Fig. 48 is one com¬ 

monly used in old trusses, and depends entirely upon the 
longitudinal shear of the wood and the end bearing of the 
fibers. 

The total end bearing required is WA 0-= 1 5 D r/ '» which 
is obtained by two notches, each 1" deep as shown. The 
total shearing area required is = *5^ CIA Deducting 

bolt-holes, the area used is 2(8 X 12) — 2(3) = 186 The 

three bolts used simply hold the pieces in place and are 
not intended to carry any stress. 

Fig. 49 shows a similar splice where metal keys are 
used. The end-bearing area of the wood is the same as 





(? 

>. // // f // 

P 3 x 8 x 4 4 loi 

18 i 

ft 




}) % bolts 




V5 



„ // 

,_ a i _, 



-W 

^ 

8 

V ,AL 

UJ’S ,, 1 

3 ^ /Metal key 2 x 2 

' r." 

x 9 


0 

r 



% -23700 * \ 

3 

SL J 


H !) 

^ 6x8 


A 1 



N / 

3 


§ 





Fig. 49. 

before, and the available area of the wood for longitudinal 
shear is sufficient, as shown by the dimensions given. The 
net area of the side pieces is 2(2X8) =32 while but 
20 □" are actually required. 

71. Design of Joint L 3 and Fish-plate Splice of Wood, 

—In this case the braces are held in position by dowels 
and a wooden angle-block. The details of the vertical rod 





































7 6 


ROOF-TRUSSES. 


need no explanation, as they are the same as in Art. 70. 
The splice is made up of two fish-plates of wood each 2"X 
8" X 46" long and four i£" bolts. The net area of the fish¬ 
plates is 2(2X8)-2(2Xd) =24 while but 20 □" are 
required. 

Each bolt resists in bending = 74 00 inch- 



Fig. 50. 


pounds, which is less than the safe value, or 8280 inch- 
pounds (Art. 31). 

The total end bearing of the wood fibers is 2 (4 X 2 X 
ii) =24 and that required - 2 t 3 ^°f = 15 

The longitudinal shearing area of the wood and the 
transverse shearing area of the bolts are evidently in excess 
of that required. 

The nuts on the bolts may be considerably smaller than 
the standard size, as they merely keep the pieces in place. 
The cast-iron washer may be replaced by the small plate 
washer, to make sure that no threads are in the wood; 


















































DESIGN OF A WOODEN ROOF-TRUSS. 


77 


otherwise washers are not needed. The bolts should have 
a driving fit. 

72. Design of Joint L 3 and Fish-plate Splice of Metal. 

—This detail, differing slightly from those previously given, 
requires little additional explanation. A white-oak washer 



bias been introduced so that a smaller washer can be used 
ior the vertical rod. 



A small cast-iron angle-block replaces the wooden block 
of the previous article. The splice is essentially the same, 
with metal fish-plates. Contrary to the usual practice, 


















































78 


ROOF-TRUSSES. 


plate washers have been used under the nuts. This is to 
make certain that the fish-plates bear against the bolt 
proper and not against threads. If recessed bridge-pin 
nuts are used, the washers can be omitted. 

Fig. 52 shows another metal fish-plate splice where 
four bolts have been replaced by one pin 2J" in diameter. 



Fig. 53. 



Fig. 54. 


The struts bear against a cast-iron angle-block, with a 
“pipe” for the vertical rod, which transmits its stress 
directly to the block. Two pins in the centre of the block 
keep the bottom chord in position laterally. 














































































DESIGN OF A WOODEN ROOF-TRUSS. 


79 


73. Metal Splices: for Tension Members of Wood. — Figs. 
53 and 54 show two types of metal splices which have the 
great advantage over all the splices described above that 
they can be adjusted. 




Fig. 56. 


74. General Remarks Concerning Splices.— There are 
a large number of splices in common use which have not 
been considered, for the reason that most of them are 
























8o 


ROOF-TRUSSES. 


faulty in design and usually very weak. In fact certain 
scarf-splices are almost useless, and without doubt the 
truss is only prevented from failing by the stiffness of its 
supports. 

75. Design of Joint U 3 .—The design of this joint is 
clearly shown in Figs. 55-58. No further explanation 
-seems necessary. 




76. The Attachment of Purlins. —The details shown 
tTigs. 59-63) are self-explanatory. In all cases the adja¬ 
cent purlins should be tied together by straps as shown. 
This precaution may save serious damage during erection, 
if at no other time. 






















DESIGN OF A WOODEN ROOF -TRUSS. 


81 


The patent hangers shown in Figs. 64, 65, 66, and 67 
can be employed to advantage when the purlins are placed 
between the top chords of the trusses. 

77 * The Complete Design. —Plate I shows a complete 
design for the roof-truss, with stress diagrams and bills of 



Fig. 59. 



material. The weight is about 100 lbs. less than that as¬ 
sumed. In dimensioning the drawing a sufficient number 
•of dimensions should be given to enable the carpenter to 
lay off every piece, notch, bolt-hole, etc., without scaling 



82 


ROOF-TRUSSES. 


from the drawing. To provide for settlement or sagging 
due to shrinkage and the seating of the various pieces when 




Fig. 62, 


the loading comes upon the new truss, the top chord is 
made somewhat longer than its computed length. From 
4" to I" for each 10' in length will be sufficient in most cases. 
A truss so constructed is said to be cambered. 


DESIGN OF A WOODEN ROOF-TRUSS. 


83 


In computing the weights of the steel rods they have 
been assumed to be of uniform diameter from end to end, 
and increased in length an amount sufficient to provide 
metal for the upsets. See Table VII. 

The lengths of small bolts with heads should be given 
from under the head to the end of the bolt, and the only 
fraction of an inch used should be i. 



Fig. 64. Fig. 65. Fig. 66. Fig. 67. 

Plate II shows another arrangement of the web brae- 
ing which has some advantages. The compression mem¬ 
bers are shorter, and consequently can be made lighter. 

The bottom chord at the centre has a much smaller stress, 
« 

permitting the use of a cheap splice. On account of the 
increase of metal the truss is not quite as economical as 
that shown on Plate I. For very heavy trusses of mod¬ 
erate span the second design with the dotted diagonal is 
to be preferred. 

























CHAPTER VI. 




DESIGN OF A STEEL ROOF-TRUSS. 

78. Data. —Let the loading and arrangement of the 
various parts of the roof be the same as in Chapter V, 
and simply replace the wooden truss by a steel truss of the 
shape shown on Plate III. Since there is but little dif¬ 
ference between the weights of wooden and steel trusses of 
the same strength, the stresses may be taken as found in 
Chapter V and given on Plate III. 

79. Allowable Stresses per Square Inch. 

SOFT STEEL. 

Tension with the grain. Art. 35, 16000 lbs. 

Bearing for rivets and bolts. Art. 24, 20000 lbs. 

Transverse stress—extreme fiber stress. Art. 30, 16000 lbs. 

Shearing across the grain. Art. 32, 10000 lbs. 

f 

Extreme fiber stress in bending (pins).. Art. 31, 25000 lbs.. 

For compression use table, page 27, with a factor of 
safety of 4. 

80. Sizes of Compression Members. 

Piece L 0 U V Stress =+ 34500 lbs. 

The ordinary shape of the cross-section of compression 
members in steel is shown on Plate III. Two angles are 
placed back to back and separated by or f" to admit 
gusset-plates, by means of which all members are connected 

84 





DESIGN OF A STEEL ROOF-TRUSS 85 

at the apexes. Generally it is more economical to employ 
unequal leg angles with the larger legs back to back. 

Let the gusset-plates be assumed |" thick, then from 
Table XIII the least radii of gyration of angles placed as 
explained above can be taken. 

Try two 3*" X 2V Xi" angles. From Table XIII the least 
radius of gyration (r) is 1.09. The unsupported length of 

the piece A 0 L t in feet is 12, and hence — =-= 110 From 

r 1.09 

Art. 22, P = 30324 lbs. for square-ended columns when 

L 

r ~ II -°- 3 ° 3 2 4"^4 = 75 & 1 lbs- = the allowable stress per 

square inch. -WA° = 4-55 = number of square inches re¬ 
quired. The two angles assumed have a total area of 
2.88 square inches, hence another trial must be made. An 
inspection of Table XIII shows that 1.09 is also the least 
radius of gyration for a pair of 3 X 2 i" X i" angles placed 
f" apart, as shown; hence if a pair of 3i"X2^"X|" angles 
less than T V' thick have sufficient area, the pair will safely 
carry the load. 

Two 3 V' X 2VX t \" angles have an area of 2 X 2.43 = 4.86 
square inches. 

Angles with 2?" legs do not have as much bearing for 
purlins as those with longer legs, and sometimes are not as 
economical. In this case, two 4" X 3" X tV 7 angles having an 
area of 4.18 square inches will safely carry 34500 lbs., 
making a better and more economical combination than 
that tried above. This combination will be used. 

Thus far it has been assumed that the two angles act 
as one piece. Evidently this cannot be the case unless 
they are firmly connected. The least radius of gyration 
of a single angle is about a diagonal axis as shown in 



86 


ROOF TRUSSES. 


Table XII, and for a 4" X 3" X A" angle its value is 0.65. 
If the unsupported length of a single angle is l, then in 
order that the single angle shall have the same strength 

l , L 

as the combination above, — -7- must equal — 9.4* or 

0.05 0.27 

l = 6'.1. Practice makes this length not more than f(6.i), 
or about 4 feet. Hence the angles will be rigidly con¬ 
nected by rivets every 4 feet. 

Pieces U l U 2 and U 2 U 3 . 

Owing to the slight differences in the stresses of the 
top chords the entire chord is composed of the same com¬ 
bination, or two 4" X 3" X tV / angles, having an area of 4.18 
square inches. 

Piece U 2 L 2 . Stress = + ioioo. 


Although it is common practice to employ but one 
angle where the web stress is small, yet it is better prac¬ 
tice to use two in order that the stress may not be trans¬ 
mitted to one side of the gusset-plate. 

The unsupported length of this piece is 13'.3. The 
least radius of gyration of two 2%"X2"Xi" angles is 0.94. 


L 

r 


£ 3_1 

0.78 


= 17.0, and, from Art. 22, P=about 20900. 


IOIOO 


5 22 5 


20900 

4 

*“ i -93 


= 5225 =the allowable stress per square inch, 
square inches required. 

Two 2i"X2"Xi" angles have an area of 2.12 square 
inches, and hence are safe according to the strut formula. 
For stiffness no compression member should have a dimen¬ 
sion less than 3V of its length. 

1 1 t X 12 

—- = 3 ".2, or the long legs of the angles should 

5 ^ 








DESIGN OF A STEEL ROOF-TRUSS. 


87 


be 3". 2, and the sum of the short legs not less than this 
amount. Hence two 3A"X 2.V"Xi” angles, having an area 
of 2.88 square inches, must be used. Tie-rivets will be 
used once in every four feet about. 

Piece L l U l will be the same as L.JJ r 

Piece l\L 2 . Stress =+9100 lbs. 

Two 3" X 2V' X angles = 2.62 square inches can 
evidently be used, as the dimensions and stresses are slightly 
less than for L t L 2 . 

The least radius of gyration of a single 3" X 2}" X j" 
angle is 0.^3, hence they must be riveted together every 
-5(0.53) ( J 2 -°) = - 2 4 feet. Note that 2\" legs can be used 
here, as they will receive no rivets, while in the top chord 
both angle legs will receive rivets as shown on Plate III. 

81. Sizes of Tension Members. 

Piece L 0 L 2 . Stress = —31300 lbs. 

The net area required is ^-^$£=1.96 square inches. 
The same general form of section is used for tension members 
as for compression members. In the compression members 

. • t 

the rivets were assumed to fill the holes and transmit- the 
stresses from one side of the holes to the other. In ten¬ 
sion members this assumption cannot be made, for the 
fibers are cut off by the rivet-hole, and consequently 
cannot transmit any tensile stress across the rivet-holes. 
This being the case, the two angles employed for tension 
members must have an area over and above the net area 
required equal to the area cut out or injured by the rivet- 
holes. The diameter of rivet-holes is increased by i" in 
calculating the area of the fibers destroyed bv punching 


88 


ROOF-TRUSSES. 


the hole. For a f" rivet the diameter of the hole is taken 
as J". See Table IV. 

For this truss let all rivets be f /r . For a trial let the 
piece in hand (L 0 L 2 ) be made up of two 3" X 2V X i" angles 
having an area of 2.62 square inches. As shown by the 
arrangement of rivets on Plate III, but one rivet-hole in one 
leg of each angle must be deducted in getting the net area. 
One I" rivet-hole reduces the area of two angles 2(J X i) = 
0.44 square inch, and hence the net area of two 3" X 2 X 
angles is 2.62 — 0.44 = 2.18 square inches, which is a little 
greater than that required, and consequently can be safely 
used. 

Piece L 2 U 3 . Stress = — 17000 lbs. 

T“c'W{r = I -°6 square inches net section required. 

Two 2\" X 2" X i" angles = 2.12 square inches. 

2.12 — 0.44 = 1.68 square inches net section. As this 
is greater than the area required, and also the smallest 
standard angle with ¥' metal which can be conveniently 
used with f" rivets, it will be employed. 

Piece L z U 3 . Stress = — 16,300 lbs. 

Use two 2i"X2"Xi" angles having a gross area of 2.12 
square inches and a net area of 1.68 square inches. 

82. Design of Joint L 0 , Plate III.—The piece L 0 U 1 
must transfer a stress of 34500 lbs. to the gusset through a 
number of £" rivets. These rivets may fail in two ways. 
They may shear off or crush. If they shear off, two sur¬ 
faces must be sheared, and hence they are said to be in 
double shear. From Art. 32, a f" rivet in double shear 
will safely carry 8836, and hence in this case VA Q 6 0_ = 4 
the number of rivets required. 


DESIGN OF A STEEL ROOF-TRUSS. 89 

The smallest bearing against the rivets is the f" gusset- 
plate. From Art. 24, the safe bearing value in a f" plate is 
5625 lbs., showing that seven rivets must be employed to 
make the connection safe in bearing. 

It is seen that as long as the angles are at least thick,, 
the gussets f" thick, and the rivets f" in diameter the 
required number of rivets in any member equals the stress 
divided by the bearing value of a f" rivet in a §" plate, or 
5625. 

The piece L 0 L 2 requires -VsW 1 = 6 rivets. 

The rivets are assumed to be free from bending, as the 
rivet-heads clamp the pieces together firmly. 

The location of the rivet lines depends almost entirely 
upon practical considerations. The customary locations 
are given in Table III. 

83. Design of Joint U 1 . —The number of rivets required 
in L 2 U 1 is =2 rivets. The best practice uses at least 
three rivets, but the use of two is common. As the top chord 
is continuous, evidently the same number is required in it. 

Joint U 2 will require the same treatment. 

84. Design of Joint L 2 . 

L 0 L 2 requires 6 rivets as in Art. 82. 

L 2 U l requires 2 rivets as in Art. 83. 

L 2 U 2 requires 2 rivets as in Art. 83. 

L 2 U 3 requires VffW 1 = 4 rivets. 

L 2 L 2 requires V 6 e¥r = 3 rivets > 

but this connection will probably be made in the field, that 
is, will not be made in the shop but at the building, so the 
number of rivets should be increased 25 per cent. There¬ 
fore 4 rivets will be provided for. 



ROOF-TRUSSES. 


<)0 

85. Design of Joint U 3 . 

U 2 U. d requires 7 rivets as in Art. 82. 

L 2 U. d requires 4 rivets as in Art. 83. 

If field-rivets are used, these numbers become 9 and 5 
respectively. 

86. Splices.—The members L 2 L 2 ' and L Y L 2 are connected 
by means of the gusset-plate in designing joint L 2 . It is 
better practice to make a full splice, that is, connect both 
legs of the angles in one member with the corresponding 
legs of the other by means of plates. The gusset-plate will 
answer for the vertical legs, and a plate equal in thickness 
to the thickness of the angle legs for the other. The width 
of this plate should equal that of the member L t L 2 . 

87. End Supports.—In designing joint L 0 only enough 
rivets were placed in the bottom chord to transmit its stress 
to the gusset plate. Usually a plate not less than {" thick 
is riveted under the bottom-chord angles to act as a bearing 
plate upon the support. The entire reaction must pass 
through this plate and be transmitted to the gusset-plate 
by means of the bottom-chord angles, unless the gusset has 
.a good bearing upon the plate. This is not the usual con¬ 
dition and is not economical. The reaction is about 24000 
lbs. (Art. 65). -Ye 0 // =5= the number of rivets required 
for this purpose alone. The total number of rivets in the 
bottom angles is 5 + 6 = 11 rivets. 

The bearing plate should be large enough to distribute 
the load over the material upon which it bears, and to ad¬ 
mit two anchor-bolts outside the horizontal legs of the bot¬ 
tom angles. 



DESIGN OF A STEEL ROOF-TRUSS. 91 

88. Expansion.—Expansion of trusses having spans less 
than 75 feet may be provided for by letting the bearing 
plate slide upon a similar plate anchored to the supports, 
the anchor-bolts extending through the upper plates in 
slotted holes. See Plate III. 

Trusses having spans greater than 75 feet should be pro¬ 
vided with rollers at one end. 

In steel buildings the trusses are usually riveted to the 
tops of columns and no special provision made for expansion. 

89. Frame Lines and Rivet Lines.—Strictly, the rivet 
lines and the frame lines used in determining the stresses 
should coincide with the line connecting the centers of 
gravity of the cross-sections of the members. This is not 
practicable, so the rivet lines and frame lines are made to 
coincide. 

90. Drawings.—Plate III has been designed to show 
various details and methods of connecting the several parts 
of the truss and the roof members. A great many other 
forms of connections, purlins, roof coverings, etc., are in 
use, but all can be designed by the methods given above. 
Plate III contains all data necessary for the making of an 
estimate of cost, and is quite complete enough for the con¬ 
tractor to make dimensioned shop drawings from. These 
drawings are best made by the parties who build the truss, 
as their draughtsmen are familiar with the machinery and 
templets which will be used. 














































TABLES 


Table I. 

WEIGHTS OF VARIOUS SUBSTANCES. 

WOODS (seasoned). 


Name. 

Weight in Lbs. 
per Cu. Foot. 

Weight in Lbs. 
per Square Foot, 
Board Measure. 

Ash, American, white. 

. 38 

317 

Cherry. 


3-50 

Chestnut. 


342 

Elm. 


2.96 

Hemlock. 


2.08 

Hickory. 


4.42 

Mahogany, Spanish. 


4.42 

u Honduras. 


2.96 

Maple. 


4.08 

Oak, live. 


4.92 

“ white. 


4-33 

Pine, white. 


2.08 

yellow, northern. 


2.83 

“ “ southern.. 


3-75 

Spruce . 

. 25 

2.08 

Sycamore. 

. 37 

3 08 

Walnut, black. 

. 38 

3.17 


Green timbers usually weigh from one-fifth to one-half more than dry. 


MASONRY. 



Brick-work, pressed brick. 140 

“ ordinary. 112 

Granite or limestone, well dressed. 165 

“ “ mortar rubble. 154 

“ “ dry. 138 

Sandstone, well dressed. 144 

• 93 


























TABLES. 


*4 


BRICK AND STONE. 

Name. 

Brick, best pressed. 

“ common, hard. 

“ soft, inferior.... 

Cement, hydraulic loose, Rosendale. 

“ “ “ Louisville. 

“ “ “ English Portland 

Granite. 

Limestones and marbles. 

“ “ “ in small pieces... . 

Quartz, common. 

Sandstones, building . .. 

Shales, red or black. 

Slate. 


Weight in Lbs. 
per Cubic Foot. 

150 
125 

. IOO 

56 

50 

90 

170 

168 

96 

165 

151 
162 
175 


METALS. 


Name. 

Weight in Lbs. 

Weight in Lbs. per 

per Cubic Ft. 

Square Ft., 1 " thick, 

Brass (copper and zinc), cast.. 

. 504 

42.00 

“ rolled. 

. 524 

43.66 

Copper, cast . 

• .. 542 

45-17 

u rolled. 

. 548 

45.66 

Iron, cast. 

. 450 

37-50 

wrought, purest. 

. 485 

40.42 

“ “ average. 


40.00 

Lead. 

. 711 

59-27 

Steel. 


40.83 

Tin, cast. 

. 459 

38.23 

Zinc. 

. 437 

36.42 


..... 



9 » ' C ' • ' 

■ .• . a a t ® a i 0 * 

9 0 0 t ^ 


9 * o * 3 o a a 09»33* 






























TABLES. 


95 


Table II. 

WEIGHTS OF ROOF COVERINGS. 

CORRUGATED IRON (BLACK). 

Weight of corrugated iron required for one square of roof, allowing six inches 
lap in length and two and one-half inches in width of sheet. 


{Keystone.) 


Thickness in 
Inches. 

Weight in Lbs. 
per Sq. Ft., flat. 

Weight in Lbs. 
per Sq. Ft., cor¬ 
rugated. 

f 

Weight in Pounds of One Square of the following Lengths. 

5' 

6 ' 

7' 

8' 

9 ' 

to' 

O.065 

2,6l 

3.28 

365 

358 

353 

350 

348 

346 

0.049 

i 97 

2.48 

275 

270 

267 

264 

262 

261 

0.035 

1.40- 

I . 76 

196 

192 

190 

188 

186 

185 

0.028 

1.12 

I .41 

156 

154 

152 

150 

149 

148 

0.022 

0.88 

I . II 

123 

121 

119 

Il8 

117 

117 

0.018 

0.72 

1 

O.9I 

IOI 

99 

97 

97 

96 

95 


The above table is calculated for sheets 30^ inches wide before corrugating. 
Purlins should not be placed over 6' apart. 


{Phoenix.) 



BLACK 

IRON. 


GALVANIZED IRON. 

Thickness in 
Inches. 

Weight in Pounds 
per Square Foot, 
flat. 

Weight in Pounds 
per Square Foot, 
on Roof. 

Weight in Pounds 
per Square Foot, 
on Roof. 

Weight in Pounds 
per Square Foot, 
flat. 

Weight in Pounds 
per Square Foot, 
on Roof. 

Weight in Pounds 
per Square Foot, 
on Roof. 

' 

O.065 

2.6l 

3 .03 

3-37 

3.00 

3 • 5 ° 

3-88 

O.O49 

1.97 

2.29 

2-54 

2-37 

2.76 

3.07 

O.035 

I . 40 

1 • 63 

1.82 

i -75 

2.03 

2.26 

0.028 

I . 12 

1 31 

i -45 

1 31 

1-53 

1.71 

0.022 

0.88 

1.03 

1.14 

1.06 

1.24 

i -37 

0.0l8 

0.72 

0.84 

0.93 

0.94 

1.09 

1.21 


Flat. 

Corrugated. 


Flat. 

Corrugated. 


The above table is calculated for the ordinary size of sheet, which is from 2 to 2 \ feet wide 
and from 6 to 8 feet long, allowing 4 inches lap in length and inches in width of sheet. 

The galvanizing of sheet iron adds about one-third of a pound to its weight per square 
foot. 


















































9 6 


TABLES. 


Table II — Continued . 


PINE SHINGLES. 

The number and weight of pine shingles required to cover one square of 
roof. 


1 

Number of Inches 
exposed to 
Weather. 

Number of Shin¬ 
gles per Square 
of Roof. 

Weight in Pounds 
of Shinglesonone 
Square of Roofs. 

Remarks. 

4 

900 

2l6 

The number of shingles per square is for common 

4 * 

800 

192 

gable-roofs. For hip-roofs add five per cent, to these 

5 

720 

173 

figures. 

5 l 

655 

157 

The weights per square are based on the number per 

6 

600 

144 

square. 


SKYLIGHT GLASS. 

The weights of various sizes and thicknesses of fluted or rough plate-glass 
required for one square of roof. 


Dimensions in Inches. 

Thickness in 
Inches. 

Area in Square Feet. 

Weight in Pounds per 
Square of Roof. 

12X48 

A 

3-997 

250 

15X60 

I 

6.246 

350 

20X 100 

f 

13.880 

500 

94 X 156 

* 

101.768 

700 


In the above table no allowance is made for lap. 

If ordinary window-glass is used, single-thick glass (about T V") will weigh 
about 82 pounds per square, and double-thick glass (about will weigh 
about 164 pounds per square, no allowance being made for lap. 





















TABLES. 


97 


Table II — Continued. 


SLATE. 


The number and superficial area of slate required for one square of roof. 


Dimensions in 
Inches. 

Number per 
Square. 

Superficial 
Area in 
Square Feet. 

Dimensions in 
Inches. 

Number per 
Square. 

Superficial 
Area in 
Square Feet. 

6X 12 

533 

267 

I2X 18 

160 

240 

7X 12 

457 


10X20 

169 

235 

8X12 

400 


IlX 20 

154 


9X 12 

355 


12X20 

141 


7 X 14 

374 

254 

14X20 

121 


8X14 

327 


16 x 20 

I 37 


9 X 14 

291 


12X22 

126 

231 

10 X 14 

261 


14X22 

108 


8Xl6 

277 

246 

12X24 

114 

228 

9Xl6 

246 


14 X 24 

98 


10X16 

221 


16X24 

86 


9X18 

213 

240 

14X26 

89 

225 

10X18 

192 


16X26 

78 



As slate is usually laid, the number of square feet of roof covered by one slate can be ob¬ 
tained from the following formula: 

Width X (length -• 3 inches) . . , , 

-^- = the number of square feet of roof covered. 

200 


The weight of slate of various lengths and thicknesses required for one 
square of roof. 


Weight in pounds, per square, for the thickness. 


Length 


in 

Inches. 

r 

A" 

I" 

f" 


r 

.h" 

7 

1 " 

12 

483 

724 

967 

1450 

1936 

2419 

2902 

3872 

14 

460 

688 

920 

1379 

1842 

2301 

2760 

3683 

l6 

445 

667 

890 

1336 

1784 

2229 

2670 

3567 

18 

434 

650 

869 

1303 

1740 

2174 

2607 

3480 

20 

425 

637 

851 

1276 

1704 

2129 

2553 

3408 

22 

418 

626 

836 

1254 

1675 

2093 

2508 

3350 

24 

412 

617 

825 

1238 

1653 

2066 

2478 

3306 

26 

407 

610 

815 

1222 

1631 

2039 

2445 

3263 


The weights given above are based on the number of slate required for one square of roof, 
taking the weight of a cubic foot of slate at 175 pounds. 



















































9 8 


TABLES. 


Table II— Continued. 

T erra-cotta 

Porous terra-cotta roofing 3 " thick weighs 16 pounds per square foot and' 
2" thick, 12 pounds per square foot. 

Ceiling made of the same material 2 " thick weighs 11 pounds per square- 
foot. 


Tiles. 

Flat tiles 6i"XlO£"Xf" weigh from 1480 to 1850 pounds per square of 
roof, the lap being one-half the length of the tile. 

Tiles with grooves and fillets weigh from 740 to 925 pounds per square of 
roof. 

Pan-tiles 14 !"X 10 laid 10" to the weather weigh 850 pounds per square- 
of roof. 

Tin. 

The usual sizes for roofing tin are 14 "X 20 " and 20 "X 28 ". Without 
allowing anything for lap or waste, tin roofing weighs from 50 to 62 pounds- 
per square. 

Tin on the roof weighs from 62 to 75 pounds per square. 

For preliminary estimates the weights of various roof coverings may be 
taken as tabulated below: 


Name. 

Cast-iron plates (f" thick)... 

Copper. 

Felt and asphalt. 

Felt and gravel... 

Iron, corrugated. 

Iron, galvanized flat. 

Lath and-plaster..-.. 

Sheathing, pine 1" thick yellow, northern 

southern 

Spruce 1" thick. 

Sheathing, chestnut or maple. 1" thick. . . 

ash, hickory or oak, 1" thick., 

Sheet iron (^g" thick) ... 

“ “ “ and laths .] 

Shingles, pine. 

Slates (!" thick). 

Skylights (glass x 3 g" to thick). 

Sheet lead. 

Thatch. 

Tin. 

Tiles, flat. 

“ (grooves and fillets). 

“ pan. 

“ with mortar. 

Zinc. 


Weight in Lbs. per 
Square of Roof. 

1500 
80 -125 

IOO 

.. 800-1000 
. . 100- 375 
• 100- 350 
. . 900-1000 
300 
400 
200 
400 
500 
300 
500 
200 
900 

. 250- 700 
, . 500- 800 
650 

70- 125 
.1500-2000 
. 700-1000 
IOOO 

.2000-3000 
. 100 - 200 



























TABLES. 


99 


Table III. 



STANDARD SPACING OF RIVET AND 
AND IN FLANGES AND CONNECTION 



ANGLES OF CHANNELS. 


Angles. 


Standard Channels. 


Depth 

of 

7)1 

Depth 

of 

Weight 

m 

e 

Leg, 

Jnches. 

in 

Inches 

Chan¬ 

nel, 

Inches 

per 

Foot, 

Pounds. 

in 

Inches 

in 

Inches 

a 

4 

7 

Iff 

3 

4-0 

1 5 
Tff 

4 A 



3 

5-0 

i L 

4.A 

I 

9 

lit 

3 

6.0 

U 

4f 

I* 

1 1 

1 6 





1 A 

f 

4 

5-25 

1 

4 A 

if 

a 

4 

4 

6.25 

1 

4.5* 

4 

1 3 
lJ 

4 

7.25 

1 

4ff 

T 3l 

1 5 





1 4 

T 6 

5 

6-5 

1 

4s‘2 

2 

if 

5 

9.0 

i* 

4.U 

z 4 

14 

5 

11 .5 

if 

4f 

2 v'V 

I 4 





2 \ 

If 

6 

8.0 

if 

452 

2 4 

I 

6 

10.5 

if 

4fi 



6 

130 

if 

4il 

3 

T a 

1 4 

6 

15-5 

4 

4 A 

3 f 

2 



if 

- 



7 

9-75 

4 S 2 

4 

2 \ 

7 

12.25 

4 

4 3 2 

4 f 

2 \ 

7 

14-75 

if 

4 A 



7 

17-25 

if 

4 FI 

5 

2 4 

7 

19-75 

if 

4 If 

5s 

3t 

8 

11.25 

if 

4 f 

6 

3 i 

8 

13.75 

if 

4 A 


8 

16.25 

if 

4H 


q 

in 

Depth 

of 

Weight 

in 

e 

q 

Chan- 

per 

Foot, 

Pounds 

in 

in 

in 

Inche 

nel, 

Inches 

Inches 

Inches 

Inches 

JL 

4 

8 

18.75 

If 

4 f 

1 3 

3 2 

4 

8 

21.25 

if 

4 3 l I 

1 3 
32 

A 

9 

13-25 

If 

4 t 

13 

3f 

9 

3ff 

9 

15-00 

if 

4 l 6 

1 3 
31 

9 

3 2 

9 

20.00 

if 

4 if 

f 

16 

9 

25-00 

if 

4 § 

1 3 
3ff 

A 

10 

15-0 

if 

4 f 

7 

1 ff 

9 

3 2 

10 

20.0 

if 

4 fi 

7 

Iff 

5 

Iff 

10 

25.0 

2 

4 B 

3 

$ 


10 

30.0 

2 

4 fi 

1 3 
22 

1 1 

3 2 

1 1 

-52 

10 

35 0 

2 

4 If 

T 

Iff 

1 5 

1 1 
3ff 

12 

20.5 

if 

>1 1 3 

4 J 6 

1 1 

3 2 

12 

250 

if 

4 |f 

f 


12 

30.0 

2 

5 3 V 

1 5 

3 2 

1 1 

3 2 

12 

35 .0 

2 

5 A 

f 

3 

8 

12 

40.0 

2 

5 A 

17 

32 

f 






3 

8 

15 

33-0 

if 

4 .fv 

2 1 

3 2 

a 

8 

15 

35 0 

if 

4 1 f 

If 


15 

40.0 

if 

5 l 

3 ff 

f 

15 

45.0 

2f 

5 f 

f 

1 3 

H 2 

15 

50.0 

2 f 

5 f 

2 1 

3 5 

f 

15 

55 .0 

2f 

5 ki 

ff 


1.0FC. 
























































IOO 


TABLES, 


Table 111 — Continued. 


MAXIMUM SIZE OF RIVETS IN BEAMS, CHANNELS, AND 

ANGLES. 


I Beams. 

Channels. 

Angles. 

a 

nl 

V 

o 

o 

lu 

u 

*-» 

V 

> 

a" 

(U 

O 

0 

U* 

u 

<D . 

<L> 

> 


c 

rt . 

JZ <« 

4 -» 

O 

O 

U- 

u 


> 

bjo 

•*-» 

> 

b£ 

O 

4 -> 

> 

O v 
.C-G 
w u 

a c 

eight pt 
Pounds. 

ze of Ri 
Ihches. 

epth of 
Inches. 

eight p 
Pounds, 

£ 

v*-t 

C 

V 

N 

Inches. 

V*_( O 

-*-» —« 
d W 
a; S 

a 

x 

tx 

’£ 

Pounds 

ize of R 

che>. 

.ength 0 

Inches 

ize of R 

Inches. 

ength 0 

Inches 

ize of R 

inches, 

Q 

£ 

c/i 

Q 

£ 

m 


Q 

•5 


in 

►J 

in 

►4 

V3 

3 

5-5 

I 

15 

42.0 


f 

3 

4 - 

0 

3 

8 

4 

4 

i 

2* 

! 

4 

7 • 5 

f 

15 

60.0 


3 

4 

4 

5 • 

25 

1 

I 

f 

2f 

f 

5 

9 75 

h 

15 

80.0 


7 

8 

5 

6. 

50 

1 

3 * 

if 

f 

3 

I- 

6 

12.25 

t 

18 

55-0 



6 

8. 

0 

5 

’S 

X TS 

f 

3 f 

1 

7 

15 0 

f 

20 

65.O 


I 

7 

9 

75 

5 

8 

If 

f 

4 

1 

8 

17 -75 

1 

20 

80.0 


I 

8 

11 . 

25 

i 

if 

f 

4 f 

1 

o 

21.0 

1 

24 

80.O 


I 

9 

13. 

25 

3 . 

4 

if 

5 

8 

5 

1 

IO 

25.0 

1 





10 

15. 

0 

1 

2 

5 

8 

5 t 

1 

12 

12 

3 i -5 
40.0 

f 

I 





12 

i 5 

20. 

33 - 

50 

0 

n 

4 

1 

2f 

2 ] S 

n 

4 

4 

4 

6 

1 


RIVET SPACING. 
AH dimensions in inches. 


Size of 
Rivets. 

Minimum 

Pitch. 

» 

Maximum 
Pitch at Ends 
of Compression 
Members. 

Minim am 
Pitch in 
Flanges of 
Chords and 
Girders. 

Distance from Edge of Piece to 
Centre of Rivet Hole. 

Minimum. 

Usual. 

i 

f 





I 

if 





f 

if 





f 

4 

2* 

4 

1 5 

IS 

if 

f 

2f 

3 

4 


if 

i 

2f 

3f 

4 

Its 

if 

I 

3 

4 

4 

if 

2 
































































TABLES, 


101 


Table IV. 

RIVETS. 

Tables of Areas in Square Inches, to be deducted from Riveted Plates or Shapes 

to Obtain Net Areas. 


Thick¬ 

ness 


Size of Hole, in Inches.* 


lates 















in 

nches. 

I 

Tff 

I 

7 

IS 

h 

9 

iff 

f 

11 

16 

f 

13 
iff 

1 

15 

Tff 

1 

1 iff 

i 

.06 

.08 

.09 

.11 

.13 

.14 

. 16 

•17 

.19 

.20 

.22 

23 

.25 

.27 

Iff 

.08 

. 10 

. 12 

.14 

.16 

. 18 

.20 

.21 

.23 

.25 

.27 

•29 

• 31 

• 33 

1 

.09 

.12 

.14 

. l6 

.19 

.21 

.23 

.26 

. 28 

.30 

• 33 

• 35 

.38 

.40 

15 

.ii 

•14 

.16 

.19 

. 22 

.25 

.27 

•30 

.33 

.36 

.38 

• 41 

• 44 

.46 

h 

.13 

. l6 

.19 

.22 

.25 

. 28 

.31 

•34 

.38 

.41 

• 44 

• 47 

• 50 

• 53 

9 

T?> 

.14 

.18 

.21 

•25 

.28 

.32 

• 35 

•39 

.42 

.46 

• 49 

• 53 

.56 

.60 

1 

. 16 

.20 

.23 

27 

31 

.35 

• 39 

•43 

• 47 

• 5 i 

• 55 

• 59 

63 

.66 

1 1 

1 ff 

.17 

.21 

.26 

.30 

• 34 

• 39 

• 43 

•47 

.52 

.56 

.60 

.64 

.69 

• 73 

a 

4 

.19 

• 23 

.28 

• 33 

.38 

.42 

• 47 

.52 

.56 

.61 

.66 

.70 

• 75 

.80 

1 3 

I 6 

.20 

.25 

.30 

.36 

• 4 i 

.46 

• 5 i 

.56 

.61 

.66 

• 7 i 

.76 

.81 

.86 

l 

.22 

.27 

•33 

.38 

• 44 

• 49 

• 55 

.60 

.66 

.71 

.77 

.82 

.88 

• 93 

11 

.23 

.29 

35 

.41 

• 47 

• 53 

• 59 

.64 

.70 

.76 

.82 

.88 

• 94 

1.00 

I 

•25 

• 31 

.38 

•44 

• 50 

.56 

.63 

.69 

• 75 

.81 

.88 

• 94 

1.00 

1.06 

1 Iff 

.27 

• 33 

.40 

.46 

• 53 

.60 

.66 

•73 

.80 

.86 

• 93 

1.00 

1.06 

1.13 

Iff 

.28 

• 35 

.42 

•49 

.56 

.63 

.70 

•77 

.84 

.91 

.98 

1.05 

1.13 

1.20 

1 A 

.30 

•37 

•45 

52 

• 59 

.67 

• 74 

.82 

.89 

.96 

1.04 

1 . 11 

1.19 

1.26 

if 

.31 

•39 

•47 

• 55 

.63 

.70 

.78 

.86 

• 94 

1.02 

1.09 

1.17 

1.25 

1.33 

i A 

.33 

.41 

•49 

•57 

.66 

.74 

.81 

.90 

.98 

1.07 

1 .15 

123 

1.31 

i -39 

4 

.34 

•43 

•52 

.60 

.69 

• 77 

.86 

• 95 

1.03 

1.12 

1.20 

1.29 

1.38 

1.46 

X A 

.36 

•45 

•54 

.63 

.72 

.81 

.90 

• 99 

1.08 

1.17 

1.26 

1.35 

1.44 

i -53 

il 

.38 

•47 

.56 

.66 

• 75 

.84 

• 94 

1.03 

1 .13 

1.22 

1. 3 i 

1. 4 i 

\1.50 

1-59 

T 9 

*15 

.39 

•49 

•59 

.68 

.78 

.88 

.98 

1.07 

1 .17 

1.27 

i -37 

1.46 

1.56 

1.66 

If 

.41 

.51 

.6l 

.71 

.81 

■ 9 i 

1.02 

1.12 

1.22 

1.32 

1.42 

1-52 

1.63 

i -73 

T 1 1 
X Iff 

.42 

.53 

.63 

• 74 

.84 

• 95 

1.05 

1.16 

1.27 

1-37 

1.47 

1 58 

1.69 

1.79 

if 

.44 

•55 

.66 

• 77 

.88 

.98 

1.09 

1.20 

1 31 

1.42 

1-53 

1.64 

1.75 

1.86 

T 1 3 

1 IS 

.45 

•57 

.68 

• 79 

91 

1.02 

1.13 

125 

1.36 

1.47 

i -59 

1.70 

1.81 

i -93 

x| 

.47 

•59 

.70 

.82 

• 94 

105 

1 .17 

1.29 

1.41 

152 

1.64 

1.76 

1.88 

1.99 

T 1 5 

X T6 

.48 

.6l 

• 73 

.85 

• 97 

1.09 

1.21 

1.33 

1. 45 , 1-57 
1.501.63 

1.70 

1.82 

1.94 

2.06 

2 

.50 

.63 

.75 

.88 

1.00 

1 .13 

1 .25 

1.38 

i -75 

1.88 

2.00 

2.13 


* Size of hole = diameter of rivet + i". 















































































102 


TABLES. 


Table V. 

WEIGHTS OF ROUND-HEADED RIVETS AND ROUND-HEADED 

BOLTS WITHOUT NUTS. 

Wrought Iron. 

Basis: 1 cubic foot iron =480 pounds. For steel add 2 %. 


Length under Head to Point. 


Diameter of Rivet in Inches. 


Inches. 

1 

i 

1 

I 

4-7 

9-3 

;6.o 


5-5 

10.7 

18.1 

4 

6.2 

12.1 

20.2 

T 2 

1 4 

7.0 

13.4 

22.4 

2 

7-8 

14.8 

24-5 

2\ 

8-5 

16.2 

26.6 

2 \ 

9-3 

17-5 

28.8 

2 \ 

10.1 

18.9 

30.9 

3 

10.8 

20.3 

33 0 

3 t 

11.6 

21.6 

35 -i 

3 i 

12.4 

230 

37-3 

3 | 

131 

24-3 

39-4 

4 

13-9 

25-7 

4 i -5 

4 i 

14-7 

27.1 

43-7 

a\ 

154 

28.4 

45-8 

4 ! 

16.2 

29.8 

47-9 

5 

17.0 

31-2 

50.1 

5i 

17.7 

32.5 

52.2 

5 i 

18.5 

33 9 

54-3 

5 f 

19-3 

353 

56.4 

6 

20.0 

36.6 

58.6 

61 

20.8 

38.0 

60.7 

6* 

21.6 

39-3 

62.8 

6f 

22.3 

40.7 

65.0 

7 

231 

42.1 

67.1 

7 i 

23 9 

434 

69.2 

7 i 

24.6 

44.8 

71.4 

71 

25-4 

46.2 

73-5 

8 

26.2 

47-5 

75-6 

84 

27.7 

50.2 

79-9 

9 

29.2 

53-0 

84.1 

9 i 

30.8 

55-7 

88.4 

10 

32.3 

58.4 

92.7 

10 ^ 

33-8 

61.2 

969 

11 

35-4 

63 9 

101 . 2 

ni 

36.9 

66.6 

1054 

12 

38 . 

69 -3 

109.7 

One inch in length of 100 Rivets 

3.07 

5-45 

8.52 

Weight of 100 Rivet Heads. 

1.78 

4.82 

9-95 


a 

4 


25 . 2 ] 37-2 
28.3 41.3 
31-3 
34-4 


1* 


37-5 

40-5 

43-6 

46.7 


52.6 7 i -3 
58.0 78.2 
45-5 63.5 85.1 
49.7 68.9 92.0 


53.9 74.4 98.9 
58.0 79.8 105.8 
62.2 85.3 112.7 
66.4 90.7 119-6 


49.8 70 

52.8 74 
55-9 78 
59.0 83 


62.0 

65.1 

68.2 

71.2 


87. 

91 

95 

99 


6 96 
. 7 10^ 
9 107 
.1112 

I 

3 118. 
• 4 123 
6 128. 
8 134 


2 126.5 
6 133-4 

. 1 140.3 

.6 147-2 


74.3104.0 139. 

77.4 108.2 145. 

80.4 112.3 150. 
83.5116.5 156. 

86.6 120.7 161. 

89.6 124.8 167 

92.7 129.0 172 

95.8 133.2 178 


OI54-I 
5 161.0 
9167.9 
4 j 74-8 

8181.7 
3 188.6 
195-6 
202.5 
209.4 
216.3 
223.2 
230.1 


98.8 137.4 1835 


101.9 141.6 
105.0 145.7 
108.0 149.9 

hi .1 154.1 
117.2 162.2 

123.4 170.8 

129.5 179.1 


237 -o 


188.9 2 43 -9 


194.4 

199.8 


250.8 

257.7 


205.3 264.6 
216.2 278.4 


227.1 
238.0 


292.2 
306.0 


92.7 135.6 187.5 248.8 319.8 


141 

147 

154 

160 


8 195.8 259.8 333-6 


9 204.2 270.7 347. 


1 212 

2 220 


12.27 16.70 
16.12 24.29 


281 

292 


6 361. 

5 375-0 


21.82 
34-77 


27.61 

47.67 


Height of rivet head = {‘^ diameter of rivet. 


to 


























































TABLES. 


i °3 


Table YI. 

WEIGHTS AND DIMENSIONS OF BOLT HEADS. 


Manufacturers’ Standard Sizes 
Basis: Hoopes & Townsend's List. 




Squarb. 



Hexagon. 


Diameter 

of 

















Bolt. 

Short 

Long 

Thick- 

Weight 

Short 

Long 

Thick- 

Weight 


Diameter 

Diameter 

ness. 

per 100 . 

Diameter 

Diameter 

ness 

per 100 . 

Inches. 

Inches. 

Inches. 

Inches. 

Pounds. 

Inches. 

Inches. 

Inches. 

Pounds. 

i 

TS 

.619 

t 3 s 

I .0 

TfS 

•505 

i 

•9 


i 

.707 

i 

1-7 

t 

.578 

1.5 

i 

1 9 
3¥ 

.840 

iV 

2.8 

1 9 

3 2 

.686 

t 

2.4 

TS 

TS 

.972 

t 

4.9 

1 1 

IS 

• 794 

4 3 

* 

f 

I .061 

iV 

6.8 

3 

4 

. 866 


5 9 

TS 

2 7 

3 2 

1.193 

i 

99 

2 7 
3? 

• 974 

t 

8.6 

1 

It 

I. 3 2 b 

17 

3 2 

13.0 

1 5 

TS 

1.083 


11.2 

f 

it 

I. 591 

t 

22.0 

It 

1.299 

f 

19.0 

t 

T 5 

1 t 6 

1.856 

i 

34-8 

Its 

1.516 

f 

33.1 

i 

4 

2.122 

7 

£ 

54-7 

it 

1.733 

7 

8 

47 4 

it 

it 

2.298 

1 

733 

4 

1.877 

1 

635 


if 

2-475 

it 

95-7 

if 

2.021 

it 

82.9 

i| 

2 t 

3.006 

I4 

156.8 

2 

2.309 

if 

132.3 


2f 

3-359 

if 

215-4 

0 3 

2 8 

2-743 

it 

203.5 

if 

2j 

3.536 

it 

260.3 

25 

2.888 

4 

244.4 

I 4 

2 f 

3.889 

if 

341.3 

9 3 . 

^4 

3.176 

if 

318.4 


3 

4 243 

if 

437-4 

3 

3464 

it 

408.2 

2 

3 t 

4.420 

i| 

508.5 

3 t 

3610 

2 

469 9 


Approximate rules for dimensions of finished nuts and heads for bolts 
(square and hexagon) • 

Short diameter of nut = l| diameter of bolt; 

Thickness of nut = l diameter of bolt; 

Short diameter of head=It diameter of bolt; 

Thickness of head = l diameter of bolt; 

Long diameter of square nut or head = 2.12 diameter of bolt; 

(i 11 u hexagon nut or head = 1.73 diameter of of bolt. 



































104 


TABLES. 


Table VII. 
UPSET SCREW ENDS. 
Round Bars. 



DIMENSIONS OF UPSET END. 



4-» 


U 

V|-( 

C/5 


a 

u > 

<V > 

<v £ 

V4-J 

o 

o . 

O 73 
pcj 03 

C/5 

03 

aJ 

U 

g u 

Q 

tx 

c 

0) 

^ V 
■*-» u 

03 

ojH 

a; 

- of Th 
Inch. 


hH 


<u 

-Q 


— 


e 

IS 

G 





£ 

In. 

In. 

Sq. In 


f 

4t 

.302 

10 

7 

4f 

.420 

9 

I 

4f 

•550 

8 

if 

4f 

•694 

7 

ii 

4f 

.893 

7 

if 

5 

1-057 

6 

if 

5 

1.295 

6 

if 

Si 

1.5i5 

5f 

if 

5t 

1.744 

5 

if 

5f 

2.048 

5 

2 

5f 

2.302 

4f 

2f 

5f 

2.650 

4f 

2f 

5f 

3.023 

4f 

2f 

6 

3419 

4f 

2f 

6 

3.715 

4 

■“ 8 

61 

4-155 

4 

2f 

61 

4.619 

4 

2f 

6* 

5-108 

4 

3 

6f 

5.428 

3f 

3f 

6f 

5-957 

3f 

3i 

6 f 

6.510 

3f 

3f 

7 

7.087 

3f 

3f 

7 

7 548 

3 i 

3f 

7i 

8.171 

3 i 

3f 

7i 

8.641 

3 

3f 

7f 

9-305 

3 

4 

7i 

9-993 

3 


DIMENSIONS AND PROPORTIONS OF BODY OF BAR. 



u 



"2 U 
cz o 3 

U 

U 

S -4 


4 -i < 4 -| 

0 0 

aS 

CC 

v-i 

O 

u 

V 

03 

CQ 

<4-1 

0 

>> 

0 

VJ 

0 

0 

£ . 

u. 
i_ a 5 

4-J 

a; 

C /5 

a 

D 

<U 

f- t. 

v- »*' 

■era 

as 0 

£« 
< 0 

aJ 

PQ 

'♦H 

O 

u 

V 

CC 

VI 

0 

>. 

0 

_» 

0 

0 

fci . • 

V vC 

V 
c n 

a 

D 

Pi rt 

-■5 * 

* v- £ 
rt ch 
V 

w 

<u 

a 

O 

PQ 

w CQ 

Cl 

O 

Sh 

a 

0 

CO 

acc 

4-1 

O 

* 4-1 

0 

^ >> 

03 

Q 

A 

4 -i 

a 

a 

V 

u 

< 

X! 

bp 

S3 

£ 

*0 

•O 

< 

0 5 

C /3 

a: " 

4 » u 
« 43 
> 

W 0 

03 

Q 

A 

0 

oj 

V 

u 

< 

X 

bp 

'33 

£ 

or 

or 

< 

C S'O 

5 ,-ca. 

u u. 
u 

a 0 

In. 

Sq.In. 

Lbs. 

III. 

PrCt. 

In. 

Sq.In. 

Lbs. 

In. 

PrCu 

f 

.196 

1.668 

6f 

54 

9 

T<> 

.249 

.845 

4i 

21 

f 

.307 

1.043 

5 f 

37 




4 f 


fi 

.371 

1.262 

6 f 

48 

3 . 

4 

.442 1.502 

25 

13 
T fi 

.519 

1 763 

5 f 

34 






7 

8 

.601 

2.044 

64 

49 

1 5 
T6 

.690 2.347 

4f 

29 

I 

.785 

2.67 

4 f 

35 

I T 1 6 

.887 3.OI 

4l 

19 

if 

•994 

338 

4 f 

30 

I IT 

I. 108 3.77 

3 f 

17 

if 

1.227 

4.17 

4f 

23 





l8 

iTff 

1-353 

4.60 

5 

29 

if 

I .485 5.05 

4 

Its 

1.623 

5-52 

4f 

26 




4f 


if 

1.767 

6 . 01 

5i 

30 

T 9 

T T6 

i .918 6.52 

20 

T 5. 

2.074 

7.05 

5 

28 

T 1 1 

1 r 6 

2.237 7 60 

4t 

l 8 

if 

2.405 

8.18 

A 3 
44 

26 

T 1 3 

Itb 

2.580 8.77 

4 

17 

if 

2.761 

9 • 39 

42 

24 





l 8 

VI 

2.948 

10.02 

5 

26 

2 

3.142 10.68 

3f 

2 tV 

3 341 

11.36 

4f 

24 

9 I 
2 8 

3.547 12.06 

4 

17 

2 Vs 

3.758 

12.78 

4 2 

23 






2 t 

3 976 

1352 

5i 

28 

9 5 

2 ts 

4.200 14.28 

4f 

22 

2 f 

4-430 

1507 

4f 

23 






2 ts 

4 . 66615.86 

5f 

28 

2 f 

4.909 16.69 

4f 

21 

2 IS 

5.157 

1753 

5i 

26 

2 f 

5.412 18.40 

4f 

20 

- 11 
2 T 6 

5673 

1929 

5 

25 

2 f 

5-940 

20.20 

4f 

19 

2 ff 

6.231 

21.12 

4f 

22 

2 ff 





2 f 

6.492 

22.07 

5i 

26 

6.777 

23 .O 4 

4f 

21 

3 

7.069 

24.03 

64 

22 






3f 

7.670 

26.08 

5t 

21 






31 

8.296 

28.20 

4f 

20 





































































































































TABLES. 


105. 


Table YIII. 



Dimensions of Nuts from Edge Moor Bridge Works’ Standard. 


Diam¬ 

eter 

of 

Screw. 

Length 

of 

Upset. 

Diameter of 
Bar. 

Side of Square 
Bar. 

Length 

of 

Nut. 

Length 

of 

Thread . 

Diam¬ 

eter 

of 

Hex. 

Weig 

One 

Nut. 

it of 

One 

Nut 

and 

T wo 
Screw 
Ends. 

B 

G 

A 

A 

L 

T 

W 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

Pounds. 

Lbs. 

f 

4f 

f 



t 9 s 



6 

its 

if 

T — 

1 4 

4i 

I 

4f 

H 

and 

1 

I 

and 

11 

TS 

6 

its 

T — 

1 8 

lx 

A 4 

4t 

if 

4f 

13 
TS 



3 

4 



6f 

if 

2 

3 

7f 

if 

4t 

7 

8 

(C 

1 5 

1 6 

1 3 
TS 



6f 

if 

2 

3 

7f 

if 

5 

I 

u 

I re 

7 

8 

a 

1 5 
T 6 

7 

if 

2f 

4i 

nf 

if 

5 

If 

u 

T 3 

iys 

I 



7 

if 

2 f 

4f 

nf 

if 

5i 

if 


I IS 

u 

If 

7f 

2 ts 

2 4 

6f 

i6f 

if 

si 

i A 



It 3 s 

u 


7f 

2 ts 

2 f 

6 f 

i 6 £ 

if 

5f 

X TS 

it 

if 

if 

I TS 

8 

2 1 6 

3f 

9i 

23f 

2 

5f 

4 

a 

Its 

if 

(t 


8 

2 i'\ 

3f 

9f 

23f 

2 } 

53 

if 

(( 

T 1 1 
MS 

its 

if 

8 f 

2 f 

3f 

12 ^ 

3if 


5i 

if 

u 

T 1 3 
1 I 6 

Its 



8 f 

2 f 

3f 

12 ^ 

3if 

2 f 

6 

if 


if 

a 

iff 

9 

2 f 

3f 

i 6 f 

4if 

2 ^ 

6 

T 1 5 
•MS 

u 

2 

T 3. 

1 4 



9 

9 3. 

2 4 

3f 

16 J 

4if 

2 f 

64 

1 

2 ts 

u 

2 f 

T 1 3 

1 T ^ 

a 

if 

9f 

“■>1 5 
2 Tc, 

4i 

21 f 

53f 

2 f 

64 

£ 1 S 



T 1 5 

t ts 



9f 

1 5 
2 I6 

4i 

21 f 

53i 

2 i 

6 i 

2 f 

u 

2 IS 

2 

u 

2 TS 

10 

3 ts 

4f 

26 ^ 

66 i 

3 

6 f 

2 f 


2 f 



10 

3 ts 

4f 

26 ^ 

66 i 

3r 

6 f 

2 TS 

a 

2 f 

O 5 

2 r 6 



iof 

3f 

5 

32 

81 

3f 

7 

,13 

2 ts 


2 f 



11 

3f 

5t 

384 

97f 

3i 

7f 

3 



2 fs 



nf 

^13 

3 

5f 

45 

116 

4 

7f 

3f 



2f 



12 

4ts 

6 f 

53f 

138 































































io6 


TABLES. 


Table IX. 

PROPERTIES OF STANDARD 1 BEAMS. 


o 

I\ ' 

t\\ J 

r 

> r — 

A 

\l . 

|<- dr- 

f 1 

1. 

0 


i 

2 

3 

4 

• 

5 

6 

7 

8 

9 

10 

11 

Section Number. 

Depth of Beam. 

Weight per Foot. 

Area of Section. 

Thickness of Web. 

Width of Flange. 

1 

Moment of Inertia 
Axis 1-1. 

Section Modulus 

Axis 1 - 1 . 

Radius of Gyration 

Axis 1-1. 

Moment of Inertia 

Axis 2 - 2 . 

Radius of Gyration 

Axis 2 - 2 . 

d 

A 

t 

b 

I 

S 

r 

I' 

r' 

ches. 

Pounds. 

Sq. Inches. 

Inches. 

Inches. 

Tf 

c A 
<u 

JZ 
<J 

c 

M 

Inches. 3 

1 

Inches. 

1 

cA 

V 

c 

Inches. 

B 5 

3 

5-5 

I.63 

• 17 

2.33 

2-5 

1 -7 

I.23 

.46 

• 53 

B 5 

3 

6-5 

I .91 

. 26 

2.42 

2-7 

1.8 

I.I9 

•53 

•52 

B 5 

3 

7-5 

2.21 

.36 

2.52 

2.9 

i-9 

I-15 

.60 

•52 

B 9 

4 

7-5 

2 21 

.19 

2.66 

6.0 

3 0 

I .64 

• 77 

-59 

B 9 

4 

8-5 

2.50 

. 26 

2-73 

6.4 

3-2 

1 59 

.85 

.58 

B 9 

4 

9 5 

2.79 

-34 

2.81 

6.7 

3-4 

i-54 

• 93 

.58 

B 9 

4 

10.5 

3.09 

.41 

2.88 

7-i 

3-6 

1.52 

1.01 

• 57 

B 13 

5 

9-75 

2.87 

.21 

300 

12.1 

4.8 

2.05 

1.23 

.65 

B 13 

5 

12.25 

3-60 

.36 

3-i5 

13 -6 

5-4 

1.94 

1-45 

.63 

B 13 

5 

14-75 

4-34 

•50 

329 

15.1 

6.1 

1.87 

1.70 

.63 

B 17 

6 

12.25 

3 - 6 i 

-23 

3-33 

21.8 

1 73 

2.46 

1.85 

• 72 

B 17 

6 

14-75 

4-34 

-35 

3-45 

24.0 

8.0 

2-35 

2.09 

.69 

B 17 

6 

17-25 

5 07 

-47 

3 57 

26.2 

8.7 

2.27 

2.36 

.68 

B 21 

7 

150 

4.42 

•25 

3 66 

36.2 

io. 4 

2.86 

2.67 

• 78 

B 21 

7 

17-5 

5-i5 

• 35 

3 76 

39-2 

1 11.2 

2.76 

2.94 

.76 

B 21 

7 

20.0 

5-88 

.46 

3.87 

42.2 

12.1 

2.68 

3 24 

• 74 

B 25 

8 

17-75 

5 33 

.27 

4.00 

56.9 

14.2 

327 

378 

.84 

B 25 

8 

20.25 5.96 

-35 

4.08 

60.2 

150 

3-i8 

4.04 

.82 

B 25 

8 

: 22.75 

6.69 

.44 

I 4-i7 

64.1 

16.0 

3-10 

4.36 

.81 

B 25 

8 

25-25 

7-43 

-53 

1 4.26 

68.0 

17.0 

13-03 

4.71 

.80 































































































TABLES. 


107 


Table IX— Continued. 


PROPERTIES OF STANDARD I BEAMS. 


I 

2 

3 

4 

5 

6 

7 

8 

9 

10 

11 

Section Number. 

Depth of Beam. 

Weight per Foot. 

Area of Section. 

Thickness of Web. 

Width of Flange. 

Moment of Inertia 
Axis x-i. 

Section Modulus 

Axis 1-1. 

Radius of Gyration 

Axis 1-1. 

Moment of Inertia 

Axis 2-2. 

Radius of Gyration 

Axis t~2. 

<1 

A 

t 

b 

I 

S 

r 

1' 

r' 

Inches. 

Pounds. 

Sq. Inches. 

Inches. 

Inches. 

Inches. 4 

Inches. 3 

Inches. 

C/5 

V 

■c 

0 

G 

M 

Inches. 

B 29 

9 

21.0 

6.31 

.29 

4 33 

84.9 

18.9 

367 

5.i6 

•90 

B 29 

9 

25.O 

7-35 

•41 

4-45 

91.9 

20.4 

3-54 

5-651 

.88 

B 29 

9 

30.0 

8.82 

•57 

4.61 

101.9 

22.6 

3 40 

6 . 421 

.85 

B 29 

9 

35.0 

10.29 

• 73 

4-77 

hi .8 

24.8 

3-30 

7.31 

.84 

B 33 

10 

25.0 

737 

• 31 

4.66 

122.1 

24.4 

4.07 

6.89 

■ 97 

B 33 

10 

30.0 

8.82 

• 45 

4.80 

134.2 

26.8 

3 90 

7 65 

•93 

B 33 

10 

35.0 

10.29 

.60 

4-95 

146.4 

29 3 

3-77 

8.52 

• 91 

B 33 

10 

40.0 

11.76 

• 75 

5 • 10 

158.7 

31-7 

367 

9-50 

.90 

B 41 

12 

315 

9.26 

• 35 

5.00 

215.8 

36.0 

483 

9-50 

1 .or 

B 41 

12 

35 .0 

10.29 

• 44 

5 09 

228.3 

38.0 

j 4-71 

10 . 07 

• 9 <> 

B 41 


40 . 0 

11.76 

•56 

5-21 

245 9 

41 . 0 

4-57 

10.95 

.96 

B 53 

15 

42.0 

12.48 

.41 

5-50 

441.8 

58.9 

5-95 

14.62 

1.08 

B 53 

15 

45-0 

1324 

.46 

5-55 

455-8 

60.8 

5-87 

1509 

1.07 

B 53 

15 

50.0 

14.71 

.56 

5 65 

4834 

64 5 

5-73 

16 . 04 

1 . 04 

B 53 

1 15 

55-0 

16.18 

.66 

5-75 

511.0 

68.1 

5.62 

17.06 

1 .oj 

B 53 

J 5 

60.0 

1765 

• 75 

5 84 

538.6 

71.8 

5-52 

18.17 

1 .or 

B 65 

18 

55 -o 

15-93 

.46 

6.00 

795-6 

88.4 

7 07 

21.19 

1 .15 

B 65 

18 

60.0 

1765 

.56 

6.10 

841.8 

93 5 

6.91 

22.38 

113 

B 65 

18 

65.0 

19.12 

.64 

6.18 

881.5 

97-9 

6.79 

23-47 

1 . 1 r 

B65 

18 

70 . 0 

20.59 

.72 

6.26 

921 . 2 

102.4 

6.69 

24.62 

1.09 

B 73 

20 

65.0 

19.08 

.50 

6.25 

1169.5 

117.C 

7-83 

27 . 86 

1.21 

B 73 

! 20 

70.0 

20.59 

.58 

6.33 

1219.8 

122 . 0 

7.70 

29.04 

1.19 

B 73 

20 

75 .0 

22 . 06 

.65 

6.40 

1268 . 8 

126. g 

7-58 

30.25 

1.17 

B 89 

24 

80.0 

23.32 

.50 

7.00 

2087.2 

173 A 

9 46 

42.86 

1.36 

B 89 

24 

85.0 

25.00 

• 57 

7.07 

2167.8 

180.7 

9 3 i 

44 35 

1.33 

B 89 

24 

90.0 

26.47 

.63 

7-13 

2238.4 

186.5 9-20 

45-70 

1. 3 i 

B 8g 

2 4 

95 .0 

27.94 

.69 

7.19 

2309.c 

192.4 9 09 

77 -ic 

1.30 

B 89 

24 

1 

100.0 

29.41 

-75 

7-25 

2379 T 

198.- 

5 8.99 

1 

48.55 

> 1.28 






































































































TABLES. 


108 


Table X. 

PROPERTIES OF STANDARD CHANNELS. 



I\ ’ 

, / 

~T 

b * 


V 


, a? 

1 rl 



>* cx 



i 

2 

3 

4 

5 

6 

7 

8 

9 

10 

11 

12 

13 

Section Number. 

p. Depth of Channel. 

Weight per Foot. 

Area of Section. 

Thickness of Web. 

Width of Flange. 

Moment of Inertia 
Axis 1 - 1 . 

Section Modulus 

Axis 1-1. 

Radius of Gyration 

Axis 1-1. 

Moment of Inertia 

Axis 2 - 2 . 

Section Modulus 

Axis 2 - 2 . 

Radius of Gyration 

Axis 2 - 2 . 

Distance of Centre of 

Gravity from Outside 

of Web. 

A 

t 

b 

I 

S 

r 

I' 

S' 

r' 

X 


Ins. 

Lbs. 

Sq.In. 

Incties 

Inches 

Ins. 4 

Ins. 3 

Inches 

Ins. 4 

Ins. 3 

Inches 

Inches 

c 5 

3 

4.00 

I.I 9 

•17 

1 - 4 1 

1 .6 

I . I 

I.I 7 

.20 

.21 

.41 

•44 

C 5 

3 

5 00 

1-47 

. 26 

1.50 

1.8 

I . 2 

I . 12 

•25 

.24 

.41 

• 44 

C 5 

3 

6.00 

I . 76 

.36 

1.60 

2.1 

1.4 

I .08 

•31 

.27 

.42 

.46 

C 9 

4 

525 

1 -55 

.18 

1.58 

3-8 

1.9 

I .56 

.32 

.29 

• 45 

.46 

C 9 

4 

6.25 

1.84 

•25 

165 

4-2 

2.1 

I • 51 

.38 

•32 

•45 

.46 

C 9 

4 

7- 2 5 

2.13 

•33 

i -73 

4-6 

2-3 

I .46 

•44 

• 35 

46 

.46 

C 13 

5 

6.50 

i -95 

.19 

i -75 

7-4 

3-0 

1 -95 

.48 

.38 

•50 

• 49 

C 13 

5 

9.00 

2.65 

•33 

1.89 

8.9 

3-5 

1.83 

.64 

•45 

• 49 

.48 

C 13 

5 

11.50 

3.38 

.48 

2.04 

10.4 

4-2 

1-75 

.82 

•54 

•49 

• 5 i 

C 17 

6 

0 

0 

00 

2.38 

.20 

1.92 

130 

43 

2.34 

.70 

•50 

• 54 

• 52 

C 17 

6 

10.50 

3 09 , 

.32 

2.04 

151 

5-0 

2.21 

.88 

• 57 

• 53 

•50 

C 17 

6 

1300 

3.82 

•44 

2.16 

173 

5-8 

213 

1.07 

•65 

• 53 

• 52 

C 17 

6 

15-50 

4 56 

•56 

2.28 

19-5 

6-5 

2.07 

1.28 

•74 

•53 

• 55 

C 21 

7 

9-75 

2.85 

.21 

2.09 

21.1 

6.0 

2.72 

.98 

.63 

• 59 

• 55 

C 21 

7 

12.25 

3-6o 

•32 

2.20 

24.2 

6.9 

2-59 

1.19 

• 7 i 

• 57 

• 53 

C 21 

7 

14-75 

434 

.42 

2.30 

27.2 

7-8 

2.50 

1.40 

• 79 

• 57 

• 53 

C 21 

7 

17.25 

5 - 071 

• 53 

2.41 

30.2 

8.6 

2-44 

1.62 

.87 

.56 

• 55 

C 21 

7 

19-75 

581 

.63 

2.51 

33-2 

95 

2-39 

1.85 

.96 

.56 

.58 

C 25 

8 

11.25 

335 

.22 

2.26 

32.3 

8.1 

3.10 

1.33 

•79 

• 63 

.58 

C 25 

8 

13-75 

4.04 

31 

2.35 

36.0 

9-0 

2.98 

i-55 

• 8? 

. 62 

• 56 

C 25 

8 

16.25 

478 

.40 

2.44 

39 9 j 

10.0 

2.89 

1.78 

■95 

.61 

. *6 

c 25 

8 

i8.75 

551 

• 49 

253 

43-8 

no 

2.82 

2.01 

1.02 

.60 

• 57 

c 25 

1 

8 

21.25 

6.25 

.58 

2.62 

47-8 

11.9 

2.76 

2.25 

1.11 

.60 

• 59 




































































































TABLES. 


Table X— Continued . 
PROPERTIES OF STANDARD CHANNELS 



l\ r 

, [ 

T 

6 * 


V 


Xa? 




~Tt~ 

r 

f' Cl 



109 


1 

2 

3 

4 

5 

6 

7 

8 

9 

10 

11 

12 

13 

Section Number. 

Depth of Channel. 

Weight per Foot. 

Area of Section. 

Thickness of Web. 

Width of Flange. 

Moment of Inertia 

Axis 1 - 1 . 

Section Modulus 

Axis 1 - 1 . 

Radius of Gyration 

Axis 1 - 1 . 

Moment of Inertia 

Axis 2 - 2 . 

Section Modulus 

Axis 2 - 2 . 

Radius of Gyration 

Axis 2 - 2 . 

Distance of Centre of 

Gravity from Outside 

of Web. 

A 

t 

b 

I 

S 

r 

r 

S' 

r' 

X 


Ins. 

Lbs. 

Sq. In. 

Inches 

Inches 

Ins. 4 

Ins. 3 

Inches 

Ins. 4 

Ins. 3 

Inches 

Inches 

C 29 

9 

13.25 

3.89 

.23 

2-43 

473 

10.5 

3-49 

1-77 

• 97 

.67 

.61 

C 29 

9 

15 - 0 ° 

441 

.29 

2.49 

50.9 

11 .3 

340 

1-95 

1.03 

.66 

•59 

C 29 

9 

20.00 

5-88 

• 45 

2.65 

60.8 

135 

3-21 

2.45 

1.19 

.65 

.58 

C 29 

9 

25.OO 

7-35 

.61 

2.8l 

70.7 

157 

310 

2.98 

1.36 

.64 

.62 

c 33 

10 

1500 

4.46 

• 24 

2.60 

66.9 

13-4 

3 87 

2.30 

1.17 

.72 

•64 

C 33 10 

20.00 

5-88 

.38 

2.74 

78.7 

15-7 

3-66 

2.85 

1.34 

.70 

.6l 

C 33 

10 

25.00 

735 

• 53 

2.89 

91.0 

18.2 

352 

3.40 

150 

.68 

.62 

C 33 

10 

30.00 

8.82 

.68 

3.04 

103.2 

20.6 

342 

3.99 

1.67 

.67 

.65 

C 33 

10 

35 00 

10.29 

.82 

3.18 

II5-5 

231 

335 

4.66 

1.87 

.67 

.69 

C 41 

12 

20.50 

6.03 

.28 

2.94 

128. I 

21.4 

4.61 

3.91 

i -75 

.81 

.70 

C 4F12 

25.00 

7-35 

• 39 

3.05 1440 

24.0 

443 

4.53 

1.91 

.78 

.68 

C 41 12 

30.00 

8.82 

.51 

3.17161.6 

26.9 

4.28 

5 21 

2.09 

.77 

.68 

C 41 

12 

35 00 

10.29 

.64 

3 30 179-3 

29.9 

4-17 

5-90 

2.27 

.76 

.69 

C 41 

12 

40.00 

11.76 

.76 

3.42 196.9 

32.8 

409 

6.63 

2.46 

• 75 

• 72 

c 53 15 

33-00 

9.90 

.40 

3.40 312.6 

41.7 

5.62 

8.23 

3-16 

.91 

• 79 

c 5315 

35.00 

10.29 

• 43 

3-43 3 i 9 9 

42.7 

5-57 

8.48 

3-22 

.91 

• 79 

C 53 i 5 

40.00 

11.76 

.52 

3 - 5 2 347 5 

46.3 

5-44 

9-39 

343 

.89 

.78 

c 5315 

45.00 

1324 

.62 

3-62 375.1 

50.0 

5-32 

10.29 

3.63 

.88 

• 79 

C 53 15 

50.00 

14.71 

.72 

3.72 402.7 

53-7 

523 

11.22 

3.85 

.87 

.80 

C 53 15 

1 

55-00 

16.18 

.82 

3 82 430.2 

57-4 

5 -i 6 

12.19 

4.O7 

.87 

.82 

























































































I IO 


TABLES 


Table XI. 

PROPERTIES OF STANDARD ANGLES. 



I 

2 

3 

4 

5 l 

6 1 

7 

8 

9 

10 

11 

12 

13 

u 

<D 

X) 

6 

C/D 

C 

.2 

•a 

C/5 

C/5 

V 

c 

■*-» 

O 

O 

u 

a 

c 

<j 

CQ 

°.* 

V 0 

CIS 

Sm . 

u _ u 

U S to 
^ c c 

.2 

+3 

w 

V 

~ T 

V-» M 

C/5 

3 

In* 

0 1, 

C 

•*-» 

a 

>> M 

O A 

en. of Grav- 

pex on Line 

5°to Flange. 

U-t . 

O N 

e t 

V SS 

E >5 

CO 

a 

9 

0 f 

1 

a 

L 

O N 

- 1 

0 M 

CO .52 

3 

c 


a 


« 

c c/, 

^ C/5 

co 

U < ■+■ 

0 <1 

C/5 

3 X 

£ 

a 

5 

u 

4-J 

0 


c * 

c X 

° 3 

'q • c5 

S a 

c’S 

T) ^ 

c 

0- 

IS 

H 

]S) 

’5 

aj 

<U 

u, 

5 > 0 

S«c 

e 

.2 <5 
■*-» 

U 

!< 

*0 

<u * "0 

udl ii 

to 

rt «■ 

.£< 

4-1 

0 

c 

P to 

«-» 

u 

CJ 

c n 



£ 

<5 

*■» jo 

C/5 u 

0 

2 

D 

C I > 

aj 

Pi 

c G 

g — 

S U 
“2c 

D C 

-l” 1 

V 

CO 

*-» ♦-» 

C/5 

aj 















axa 

t 


A 

X 

1 

s 

r 

x" 

I" 

S" 

r" 


Inches 

Ins. 

Lbs. 

Scj.In 

Inches 

Ins. 4 

Ins. 3 

Inches 

Inches 

Ins. 4 

Ins. 3 

Ins. 

A 5 

3. v 3 
4 A 4 

l 

8 

.58 

.17 

•23 

.009 

. 017 

.22 

• 33 

.004 

.Oil 

• 14 

A 5 

IX i 

3 

16 

.84 

• 25 

.25 

.012 

. 024 

.22 

.36 

.005 

.014 

•14 

A 7 

I XI 

1 

8 

.80 

.23 

•30 

.022 

.031 

• 30 

.42 

.009 

1 

.021 

•19 

A 7 

I XI 

3 

1 6 

I . 16 

• 34 

• 32 

.030 

.044 

• 30 

•45 

• 013 

. 028 

•19 

A 7 

I XI 

4 

1.49 

• 44 

•34 

•037 

.056 

.29 

.48 

,0l6 

• 034 

•19 

A 9 

ifXif 

1 

I .02 

.30 

.36 

• 044 

• 049 

.38 

• 51 

.0l8 

• 035 

•24 

A 9 

ijX 14 

3 

1 6 

1-47 

• 43 

.38 

.06l 

.071 

.38 

• 54 

.025 

.047 

•24 

A 9 

It X It 

1 

4 

I .91 

.56 

.40 

.077 

.091 

•37 

• 57 

• 033 

•057 

•24 

A 9 

it X it 


2.32 

.68 

.42 

.090 

. 109 

.36 

.60 

.040 

.066 

•24 

A ii 

1 i X 1 i 

A 

1.79 

• 53 

•44 

. II 

. 104 

.46 

.63 

•045 

.072 

•29 

A ii 

i|Xi| 

1 

4 

2-34 

.69 

• 47 

•14 

•134 

•45 

.66 

.058 

.088 

.29 

A ii 

i£Xii 

5 

TIT 

2.86 

.84 

• 49 

. l6 

. 162 

•44 

.69 

.070 

. IOI 

•29 

A ii 

liXil 

3 

8 

3-35 

.98 

• 51 

•19 

.188 

•44 

• 72 

.082 

•114 

•29 

A 13 

if Xif 

3 

T6 

2 . 11 

.62 

• 51 

.18 

•14 

•54 

• 72 

• 073 

. 10 

•34 

A 13 

if X if 

1 

4 

2.77 

.81 

• 53 

• 23 

•19 

•53 

• 75 

.094 

.13 

•34 

A 13 

if X if 

A 

3-39 

1.00 

• 55 

•27 

• 23 

•52 

.78 

• 113 

.15 

•34 

A 13 

if X if 

t 

3.98 

1.17 

• 57 

•31 

.26 

•51 

.81 

• 133 

. 16 

• 34 

A 13 

if Xif 

TS 

4.56 

1.34 

• 59 

• 35 

•30 

•51 

.84 

.152 

. 18 

• 34 

A 15 

2X2 

T 3 6 

2.43 

.71 

• 57 

• 27 

• 19 

.62 

.80 

.11 

.14 

• 39 

A 15 

2 X 2 

i 

3-19 

.94 

• 59 

•35 

•25 

.6l 

.84 

•14 

.17 

• 39 

A 15 

2 X 2 

5 

T (T 

3-92 

1 .15 

.61 

• 42 

•30 

.60 

.87 

•17 

. 20 

• 39 

A 15 

-2 X 2 

f 

4.62 

1.36 

.64 

.48 

•35 

•59 

.90 

.20 

. 22 

• 39 

A 15 

2 X 2 

16 

5-30 

1.56 

.66 

• 54 

.40 

•59 

• 93 

•23 

•25 

.38 

A 17 

2^X24 

4 

4.0 

1.19 

'•72 

• 70 

•39 

•77 

1.01 

•29 

.28 

• 49 

A 17 

24X24 

A 

S.o 

1.46 

• 74 

.85 

.48 

.76 

105 

•35 

• 33 

49 

A 17 

24X24 

I 

5-9 

1-73 

• 76 

.98 

•57 

•75 

1.08 

•41 

.38 

.48 

A 17 

24X24 

A 

6.8 

2.00 

.78 

1.11 

.65 

•75 

1.11 

i -46 

• 42 

.48 

A 17 

24x24 

h 

7-7 

2.25 

.81 

1.23 

•72 

1 -74 

1.14 

.52 

.46 

.48 





























































































TABLES . 


in 


Table XI — Continued. 


PROPERTIES OF STANDARD ANGLES. 


I 

- 

2 

I 

3 

4 

I 

5 

| 

6 

7 

8 

9 

10 

11 

12 

13 






0 




• ax • 

> c w 
x -2 be 



C 

_o 

• 

u 

E 

3 

C /3 

C 

O 

’</) 

c 

C /3 

C/D 

a; 

c 

0 

0 

fcu 

u 

III 

a 

r* 

O 

w 

U 

U 

in 

f Centre 
from Bac 
lange. 

u 

O 

C 

Z I 

0 

C/D 

J 3 

P 

x : »; 

0 1 

*—< H 
^ C/D 

C 

O 

•*-» 

X 

Xm 

m 

O l 

Cen of Gr 

Apex on L 

45°to Flan 

O | 

w N 

P C/D 

g K 

3 

3 

T 3 * 

C i* 

S * 

1/3 

«-> 

X 

u 

O 

c « 
c 1 

C /3 C* 

c 

o 

«-> 

CJ 

V 

m 

<u 

s 

Q 

y 

2 

H 

4-» 

.rf 

£ 

0 

u 

< 

istance 0 
Gravity 
of F 

c * 

0 < 

E 

0 

£ 

£'* 

•£<! 

U 

0/ 

in 

C -- 
* * 
3< 

•u 

re 

& 

istance of 

rom Kxt. 

nclined at 

2.2 

•M U, 

C ft QJ 

ctf c 

h-t 

wJ 

S'* 

.£ < 
u 

V 

m 

east Radii 

Axis 






Q 




Qs-o-h 



►4 


aXa 

t 


A 

X 

1 

H 

r 

x" 

I" 

S" 

r" 


Inches 

Ins. 

Lbs. 

Sq.ln 

Inches 

Ins. 4 

Ins. 3 

Inches 

Incites 

Ins. 4 

Ins. 3 

Inches 

A 19 

3 X 3 

1 

•1 

4 9 

1.44 

.84 

I .24 

.58 

•93 

I .19 

•50 

•42 

• 59 

A 19 

3 X 3 

5 

1 6 

6.0 

I . 78 

.87 

I -51 

•71 

•92 

I . 22 

.61 

•50 

• 59 

A 19 

3 X 3 

3 

8 

7-2 

2 . II 

.89 

I . 76 

.83 

• 9 i 

I . 26 

•72 

• 57 

.58 

A 19 

3 X 3 

7 

TtT 

8.3 

2-43 

•91 

1.99 

• 95 

• 9 i 

I .29 

.82 

.64 

.58 

A 19 

3 X 3 

h 

9-4 

2-75 

• 93 

2.22 

1.07 

.90 

I -32 

•92 

.70 

.58 

A 19 

3 X 3 

9 

1 tl 

10.4 

3.06 

•95 

2-43 

1.19 

.89 

1-35 

I .02 

• 76 

.58 

A 19 

3 X 3 

t 

11 .4 3.36 

.98 

2.62 

1.30 

.88 

I .38 

I . 12 

.81 

.58 

A 21 

3 |X 3 l 

2. 

8 

8.4 2.48 

1.01 

2.87 

1 .15 

1.07 

1-43 

I. 16 

.81 

.68 

A 21 

3 lX 3 l 

7 

1 6 

9.8 

2.87 

1.04 

3.26 

1.32 

1.07 

I .46 

1-33 

.91 

.68 

A 21 

3 lX 3 l ? 

11.1 

3-25 

1.06 

3 64 

1.49 

1.06 

1.50 

1.50 

1.00 

.68 

A 21 

3 lX 3 l 

9 

1 6 

12.33.62 

1.08 

3-99 

1 65 

1.05 

i -53 

i .66 

1.09 

.68 

A 21 

3 lX 3 l 

5 

8 

13-5 

3 98 

1.10 

4-33 

1.81 

1.04 

1.5b 

1.82 

1.17 

.68 

A 21 

3 i X 3 l 

1 1 

1 6 

'14.8 

4-34 

1.12 

4 65 

1.96 

1.04 

i -59 

1.97 

1.24 

.67 

A 21 

3 l X 3 l 

4 

15-9 

4.69 

1 .15 

4.96 

2.11 

1.03 

1.62 

2.13 

1.31 

.67 

A 21 

3 l X 3 l 

1 3 

16 

17.1 

5 03 

1.17 

5-25 

2.25 

1.02 

1-65 

2.28 

1.38 

.67 

A 23 

4 X 4 

5 

TT> 

8.2 

2.40 

1.12 

3 - 7 i 

1.29 

1.24 

1.58 

1.50 

• 95 

• 79 

A 23 

4 X 4 

I 

9-7 

2.86 

1.14 

436 

1-52 

1.23 

1.61 

i .77 

1.10 

• 79 

A 23 

4 X 4 

7 

T t> 

11.2 

3 . 3 i 

1.16 

4-97 

i -75 

1.23 

1.64 

2.02 

1.23 

.78 

A 23 

4 X 4 

1 

2 

12.8 

375 

1.18 

5 56 

1.97 

1.22 

1.67 

2.28 

1.36 

.78 

A 23 

4 X 4 

9 

X 6 

14.2 

4.18 

1.21 

6.12 

2.19 

1.21 

1. 7 i 

2.52 

1.48 

.78 

A 23 

4 X 4 

5 

8 

i 5-7 

4.61 

123 

6.66 

2.40 

1.20 i .74 

2.76 

1-59 

• 77 

A 23 

4 X 4 

1 1 

1 *6 

17.1 

5 03 

1.25 

7.17 

2.61 

1.19 

| 1.77 

3.00 

1.70 

• 77 

A 23 

'4 X 4 

3 

4 

18.5 

5-44 

1.27 

7.66 

2.81 

1.19 

1 1.80 

3 23 

1.80 

• 77 

A 23 

4 X 4 

13 
16 

19.9 

5.84 

1.29 

8.14 

301 

1.18 

1.83 

3-46 

1.89 

• 77 

A 27 

6 X6 

7 

T(> 

17.2 

5.06 

1.66 

17.68 

4.07 

1.87 

2.34 

7 -i 3 

3.04 

1 19 

A 27 

6 X6 

1 

2 

19 6 5-75 

1.68 

19.91 

4.61 

1.86 

2.38 

8.04 

3-37 

1.18 

A 27 

6 X6 

9 

T6 

21.9 6.43 

1.71 

22.07 

5-14 

185 

2.41 

8.94 

3 • 7 ° 

1.18 

A 27 

6 X6 

5 

8 

24.2 7.11 

1.73 24.16 

5.66 

1.84 

2-45 

9.81 

4.01 

1.17 

A 27 

,6 X6 

1 1 

1 6 

26.4 7.78 

1 • 75 26.19 

6.17 

1.83 

2.48 

10.67 

4 . 3 i 

1.17 

A 27 

6 X6 

3 

4 

28.7 8.44 

1.78 28.15 

6.66 

1.83 

2.51 

n.52 

4-59 

1.17 

A 27 

6 X6 

1 3 

1 6 

30.9 9 09 

1.80 30.06 

7-15 

1.82 

2.54 

12.35 

4.86 

1.17 

A 27 

6 X6 

7 

¥ 

33 -1 9-73 

1.82 31.92 

7 63 

1.81 

2.57 

1317 

5-12 

1.16 


Column 9 contains the least radii of gyration for two angles back to back 


for all thicknesses of gusset plates. 

























































































I 12 


TABLES. 


Table XII. 

PROPERTIES OF STANDARD ANGLES 



I 

2 

3 

4 

5 

6 

7 

8 





Area of 
of Section. 

Distanceof 
Centre of 

Moment of 

Section 


Dimen¬ 

sions. 

Thickness. 

Weight 

Gravity 
from Back 

Inertia 
Axis 1 - 1 . 

M odulus. 
Axis 1 - 1 . 




per 


of Longer 

Section 

Number. 



Foot. 


Flange. 




b x a 

t 


A 

X 

I 

S 


Inches. 

Inches. 

Pounds. 

Sq. In 

Inches. 

Inches. 4 

Inches 3 . 

A 91 

2-|X2 

TS 

2.8 

.8l 

•51 

.29 

.20 

A 91 

2^X2 

T 

3-6 

I .06 

• 54 

•37 

•25 

A 91 

2|X2 

tV 

4-5 

I .31 

.56 

•45 

• 31 

A 91 

2^X2 

t 

53 

1-55 

.58 

•51 

.36 

A 91 

2-^X2 

rV 

6.0 

I .78 

.60 

.58 

•41 

A 91 

2§ X2 

i 

6.8 

2.00 

.63 

.64 

.46 

A 93 

3 X 2-J 

i 

4-5 

I .31 

.66 

• 74 

.40 

A 93 

3 X 2 2 

tV 

5-5 

I . 62 

.68 

.90 

• 49 

A 93 

3 X 2 ^ 

1 

6-5 

I 92 

.71 

1.04 

.58 

A 93 

3 X2i 

tV 

7-5 

2.21 

• 73 

1.18 

.66 

A 93 

3 X2i 

i 

8.5 

2.50 

• 75 

1 30 

• 74 

A 93 

3 X2i 

tV 

9-4 

2.78 

• 77 

1.42 

.82 

A 95 

3^X2^ 

1 

4-9 

1.44 

.61 

• 78 

• 4 i 

A 95 

3 i X 2^ 

tV 

6.0 

I.78 

.64 

• 94 

.50 

A 95 

3^X2^ 

t 

7-2 

2 . II 

.66 

1.09 

• 59 

A 95 

3 i X 2^ 

tV 

8.3 

2.43 

.68 

1.23 

.68 

A 95 

3^X2^ 


9-4 

2-75 

.70 

1.36 

.76 

A 95 

3iX2^ 

tV 

10.4 

3.06 

• 73 

1-49 

.84 

A 95 

3 ^X 24 

f 

11.4 

336 

• 75 

1.61 

• 92 

A 95 

3iX2^ 

H 

12.4 

3.65 

• 77 

1.72 

.99 

A 97 

3 ?X 3 

jV 

6.6 

1-93 

.81 

1.58 

.72 

A 97 

3 iX 3 

t 

7-8 

2.30 

.83 

1.85 

.85 

A 97 

3?X 3 

iV 

9.0 

2.65 

.85 

2.09 

.98 

A 97 

3 ^X 3 

\ 

10.2 

3 00 

.88 

2.33 

1.10 

A 97 

3 iX 3 

tV 

11.4 

3-34 

.90 

2.55 

1.21 








































































TABLES. 


113 


Table XII— Continued. 
PROPERTIES OF STANDARD ANGLES. 



9 

10 

11 

12 

13 

14 

1 5 

1 

Radius of 
Gyration 
Axis 1-1. 

Distance 
of Centre 
of Gravity 
from Back 
of Shorter 
Flange. 

Moment of 
Inertia 
Axis 2-2. 

Section 
Modulus 
Axis 2-2. 

Radius of 
Gyration 
Axis 2-2. 

Tangent of 
Angle 

a 

Least 
Radius of 
Gyration 
Axis 3-3. 

Section 

Number. 

r 

x' 

I 

S' 

r' 

r" 

Inches 

Inches. 

Indies. 4 

Inches. 3 

Inches. 

Inches. 

.60 

.76 

.51 

• 29 

•79 

.632 

• 43 

A 91 

• 59 

• 79 

•65 

.38 

•78 

.626 

• 42 

A 91 

.58 

.81 

•79 

•47 

.78 

.620 

.42 

A 91 

.58 

.83 

.91 

• 55 

•77 

.614 

• 42 

A 91 

• 57 

.85 

1.03 

.62 

.76 

.607 

• 42 

A 91 

.56 

.88 

I. 14 

.70 

• 75 

.600 

• 42 

A 91 

• 75 

• 91 

I .17 

.56 

■ 95 

.684 

• 53 

A 93 

• 74 

• 93 

I .42 

.69 

•94 

.680 

• 53 

A 93 

• 74 

.96 

i. 66 

.81 

• 93 

.676 

• 52 

A 93 

• 73 

.98 

1.88 

• 93 

• 92 

.672 

•52 

A 93 

.72 

1.00 

2.08 

1.04 

.91 

.666 

• 52 

A 93 

^72 

1.02 

2.28 

1 .15 

• 9 i 

.661 

• 52 

A 93 

• 74 

1.11 

1.80 

• 75 

1.12 

.506 

• 54 

A 95 

• 73 

1 .14 

2.19 

• 93 

1.11 

• 501 

• 54 

A 95 

.72 

1.16 

2.56 

1.09 

1.10 

• 496 

• 54 

A 95 

^ 7 i 

1.18 

2.91 

1.26 

1.09 

• 49 i 

• 54 

A 95 

• 70 

1.20 

324 

1.41 

1.09 

.486 

• 53 

A 95 

.70 

123 

3-55 

1.56 

1.08 

.480 

• 53 

A 95 

.69 

125 

3.85 

1.71 

1.07 

• 472 

• 53 

A 95 

.69 

1.27 

4.13 

1.85 

1.06 

.468 

• 53 

A 95 

• 90 

1.06 

2.33 

• 95 

1.10 

.724 

.63 

A 97 

.90 

1.08 

2.72 

1 .13 

1.09 

.721 

.62 

A 97 

.89 

1.10 

3-10 

1.29 

1.08 

.718 

.62 

A 97 

.88 

1 .13 

3-45 

1.45 

1.07 

.714 

.62 

A 97 

.87 

1 .15 

3-79 

1.61 

1.07 

.711 

.62 

A 97 


Column 9 contains the least radii of gyration for two angles with short 
legs, back to back for all thicknesses of gusset plates. 







































































TABLES. 


114 


Table XII — Continued. 
PROPERTIES OF STANDARD ANGLES. 



I 

2 

3 

4 

5 

6 

7 

8 





Area of 
Section. 

Distance 
of Centre 

Moment of 

Section 


Dimen¬ 

sions. 

Thickness. 

Weight 

of Gravity 
from Back 

Inertia 
Axis 1-1. 

Modulus. 
Axis i-i« 




per 


of Longer 

Section 

Number. 



Foot. 


Flange. 



b x a 

t 


A 

X 

I 

S 



Inches. 

Inches. 

Pounds. 

Sq. In. 

Inches. 

Inches . 4 

Inches 3 . 

A 97 

31 X 3 

t 

12.5 

3.67 

.92 

2.76 

i :33 

A 97 

3 *X 3 

xi 

13 6 

4.00 

• 94 

2.96 

1.44 

A 97 

3 i X 3 

3 

4 

14-7 

4 - 3 i 

.96 

3-15 

i -54 

A 97 

3 lX 3 

13 

16 

15-7 

4.62 

.98 

3-33 

1.65 

A 99 

4 X 3 

5 

IS 

7 -i 

2.09 

.76 

1.65 

• 73 

A 99 

4 X 3 

3 

8 

8-5 

2.48 

.78 

1.92 

.87 

A 99 

4 X 3 

tV 

9.8 

2.87 

.80 

2.18 

• 99 

A 99 

4 X 3 

h 

11 . 1 

3 25 

.83 

2.42 

1.12 

A 99 

4 X 3 

iff 

12.3 

3.62 

.85 

2.66 

1.23 

A 99 

4 X 3 

t 

13 6 

3 .98 

.87 

2.87 

1.35 

A 99 

4 X 3 

11 

1 6 

14 . 8 

4-34 

.89 

308 

1.46 

A 99 

4 X 3 

3 

4 

15 9 

4.69 

.92 

3.28 

i -57 

A 99 

4 X 3 

1 3 

T6 

17.1 

5-03 

• 94 

3-47 

1.68 

A 101 

5 X 3 

tV 

8.2 

2.40 

.68 

1-75 

• 75 

A 101 

5 X 3 

1 

9-7 

2.86 

.70 

2.04 

.89 

A 101 

5 X 3 

Tff 

11 -3 

3 - 3 i 

• 73 

2.32 

1.02 

A 101 

5 X 3 


12 . 8 

3-75 

• 75 

2.58 

1 .15 

A 101 

5 X 3 

rs 

14.2 

4.18 

• 77 

2.83 

1.27 

A 101 

5 X 3 

t 

15-7 

4.61 

.80 

3.06 

1.39 

A 101 

5 X 3 

H 

17.1 

5 03 

.82 

329 

1. 5 i 

A 101 

5 X 3 

t 

18.5 

5-44 

.84 

3.51 

1.62 

A 101 

5 X 3 

13 

Ttf • 

19.9 

5-84 

.86 

3 - 7 i 

i -74 

A 103 

5 X 3 l 

| 

10.4 

3-05 

.86 

3 .i 8 

1.21 

A 103 

5 X 3 i 

tV 

12.0 

3-53 

.88 

3.63 

1.39 

A 103 

5 X 3 i 

I 

136 

4.00 

.91 

4-05 

1.56 

A 103 

5 X 3 h 

1 % 

15-2 

4.46 

• 93 

4-45 

1-73 

A 103 

5 X3I 

5. 

8 

16.7 

4.92 

• 95 

4.83 

1.90 

A 103 

5 X 3 l 

T¥ 

18.3 

5-37 

• 97 

5-20 

2.06 

A 103 

5 + 3 l 

4 

19.8 

5.81 

1.00 

5-55 

2.22 

A 103 

5 X 3 l 

1 3 

IS - 

21.2 

6.25 

1.02 

589 

2.37 

A 103 

5 X3I 

1 

22.7 

6.67 

1.04 

6.21 

2.52 







































































TABLES. 


IJ 5 


Table XII — Continued. 


PROPERTIES OF STANDARD ANGLFS. 



9 

10 

Radius of 
Gyration 
Axis i-i. 

Distance 
of Centre 
of Gravity 
from Back 
of Shorter 
Flange. 

l* 

x' 

Inches. 

Inches. 

• By 

I .17 

.86 

I .19 

.85 

I .21 

.85 

I .23 

.89 

I .26 

.88 

I . 28 

-87 

1.30 

.86 

1-33 

.86 

1-35 

-85 

1-37 

.84 

i -39 

-84 

1.42 

-83 

1.44 

-85 

1.68 

• 84 

1.70 

.84 

i -73 

.83 

i -75 

.82 

1.77 

.82 

1.80 

.81 

1.82 

.80 

1.84 

.80 

1.86 

1.02 

1.61 

1.01 

1.63 

1.01 

1.66 

1.00 

1.68 

• 99 

1.70 

.98 

1.72 

.98 

i -75 

.97 

1.77 

.96 

1.79 


11 

12 

Moment of 

Section 

Inertia. 

Modulus 

Axis 2-2. 

Axis 2-2. 

I' 

S' 

Inches. 4 

Inches. 3 

4.II 

I . 76 

4.41 

I .91 

4.70 

2.05 

4.98 

2.20 

338 

1.23 

396 

I . 46 

4 52 

1.68 

5-05 

1.89 

5-55 

2.09 

6.03 

2.30 

6.49 

2-49 

6-93 

2.68 

7-35 

2.87 

6.26 

1.89 

7-37 

2.24 

8.43 

2.58 

9-45 

2.91 

10-43 

323 

11-37 

355 

12.28 

3-86 

1315 

4.16 

1398 

4.46 

7.78 

2.29 

8.90 

2.64 

9 99 

2-99 

11.03 

332 

12.03 

3 65 

12.99 

3 97 

1392 

4.28 

14.81 

4 58 

1567 

4.88 


13 

14 

Radius of 
Gyration 


Axis 2 - 2 . 

Tangent 
of Angle 

OC 

r' 

Inches. 


I .06 

.707 

I.05 

.703 

I .04 

.698 

I .04 

.694 

1.27 

•554 

I . 26 

.551 

1.25 

•547 

1.25 

•543 

I .24 

.538 

1.23 

•534 

I . 22 

•529 

I .22 

.524 

I . 21 

.518 

I . 6l 

.368 

I ,6l 

.364 

I . 60 

361 

1-59 

• 357 

1.58 

• 353 

1-57 

• 349 

I 56 

•345 

i-55 

• 340 

i-55 

.336 

1.60 

.485 

1-59 

.482 

1.58 

• 479 

i-57 

.476 

156 

.472 

156 

.468 

1.55 

.464 

1-54 

.460 

1.53 

• 455 


15 

1 

Least 


Radius of 


Gyration 


Axis 3-3. 

Section 


Number. 

1" 


Inches. 


.62 

A 97 

.62 

A 97 

.62 

A 97 

.62 

A 97 

•65 

A 99 

.64 

A 99 

.64 

A 99 

.64 

A 99 

.64 

A 99 

.64 

A 99 

.64 

A 99 

.64 

A 99 

.64 

A 99 

.66 

A 101 

.65 

A 101 

.65 

A 101 

.65 

A 101 

.65 

A 101 

.64 

A 101 

.64 

A 101 

.64 

A 101 

.64 

A 101 

.76 

A 103 

.76 

A 103 

• 75 

A 103 

.75 

A 103 

• 75 

A 103 

• 75 

A 103 

• 75 

A 103 

• 75 

A 103 

.75 

A 103 


Column 9 contains the least radii of gyration for two angles with short legs 
back to back for all thicknesses of gusset-plates. 





































































TABLES. 


116 


Table XII— Continued. 
PROPERTIES OF STANDARD ANGLES. 



I 

| 

2 

3 

4 


Dimen¬ 

sions. 

Thickness. 

Weight 




per 

Section 

Number. 



Foot. 


b x a 

t 



Inches. 

Inches. 

Pounds. 

A 105 

6 X3* 

1 

II .6 

A 105 

6 X3i 

tV 

13-5 

A 105 

6 X3* 

£ 

15-3 

A 105 

6 X 3 I 

tV 

17.1 

A 105 

6 X3l 

t 

18.9 

A 105 

6 X3i 

xi 

20.6 

A 105 

6 X3i 

3. 

4 

22.3 

A 105 

6 X3i 

13 

X 7 

24.0 

A 105 

6 X 3 I 


25-7 

A 107 

6 X4 

1 

12.3 

A 107 

6 X4 

tV 

14.2 

A 107 

6 X4 

i 

16.2 

A 107 

6 X4 

tV 

18.1 

A 107 

6 X 4 

t 

19.9 

A 107 

6 X4 

H 

21.8 

A 107 

6 X4 

f 

23.6 

A 107 

6 X4 

13 

TS 

25 -4 

A 107 

6 X4 

l 

27.2 


5 

6 

7 

8 

Area of 

Distance 
of Centre 

Moment of 

Section 

of Gravity 

Inertia 

Modulus 

Section. 

from Back 
of Longer 
Flange. 

Axix 1 - 1 . 

. 

Axis x-x. 

A 

X 

1 

S 

Sq. In. 

Inches. 

Inches. 4 

Inches. 3 

3 .42 

• 79 

3-34 

1.23 

3-96 

.81 

3.8i 

I .41 

4 5 ° 

.83 

4-25 

1-59 

5 03 

.86 

4.67 

1.77 

5-55 

.88 

5 08 

i 94 

6.06 

.90 

5-47 

2 11 

6.56 

• 93 

584 

2.27 

7.06 

• 95 

6.20 

2.43 

7-55 

• 97 

6.55 

2-59 

3 - 6 i 

• 94 

4.90 

T ,60 

4.18 

.96 

5.60 

1-85 

4-75 

• 99 

6.27 

2.08 

5 - 3 i 

1.01 

6.91 

2.31 

5-86 

1.03 

7 52 

2-54 

6.40 

1.06 

8.11 

2.76 

6.94 

1.08 

8.68 

2.97 

7.46 

1.10 

9 23 

3 18 

7.98 

1.12 

9-75 

3.39 







































































TABLES . 


llj 


Table XII — Continued . 
PROPERTIES OF STANDARD ANGLES. 



9 

10 

II 

12 

13 

14 

15 

1 

Radius of 
Gyration 
Axis i-t. 

Distance 
of Centre 
of Gravity 
from Back 
of Shorter 
Flange. 

Moment of 
Inertia 
Axis 2-2. 

Section 
Modulus 
Axis 2-2. 

Radius of 
Gyration 
Axis 2-2. 

Tangent 
of Angle 

a 

Least 
Radius of 
Gyration. 
Axis 3-3. 

Section 

Number* 

r 

x' 

I' 

S' 

r' 

r" 

Inches. 

Inches. 

Inches. 4 

Inches. 3 

Inches. 

Inches. 

• 99 

2.04 

12.86 

3.24 

1.94 

• 350 

• 77 

A 105 

• 98 

2.06 

14.76 

3-75 

1-93 

• 347 

.76 

A 105 

• 97 

2.08 

16.59 

4.24 

I .92 

• 344 

.76 

A 105 

.96 

2 . II 

18.37 

4.72 

1 .91 

.341 

• 75 

A 105 

.96 

2.13 

20.08 

5 .i 9 

I . 90 

.338 

• 75 

A 105 

■ 95 

2.15 

21.74 

5-65 

I .89 

• 334 

• 75 

A 105 

94 

2 . l8 

23-34 

6.10 

I . 89 

.331 

• 75 

A 105 

• 94 

2.20 

24.89 

6-55 

1.88 

.327 

• 75 

A 105 

• 93 

2.22 

26.39 

6.98 

1.87 

.323 

• 75 

A 105 

1 .17 

1.94 

1347 

3.32 

1.93 

.446 

.88 

A 107 

1.16 

I .96 

15 46 

383 

1.92 

• 443 

• 87 

A 107 

1 .15 

1.99 

17.40 

4-33 

1.91 

.440 

.87 

A 107 

1.14 

2.01 

19.26 

4 -83 

1.90 

.438 

.87 

A 107 

1 .13 

2.03 

21.07 

5 - 3 i 

1.90 

• 434 

.86 

A 107 

1 .13 

2.06 

22.82 

5 78 

1.89 

.431 

.86 

A 107 

1.12 

2.08 

24-51 

6.25 

1.88 

.428 

.86 

A 107 

1.11 

2.10 

26.15 

6.75 

1.87 

.425 

.86 

A 107 

1.11 

2.12 

27-73 

7 -i 5 

1.86 

.421 

.86 

A 107 


Column 9 contains the least radii of gyration for two angles with short legs 
back to back for all thicknesses of gusset-plates. 

























































TABLES. 


118 


Table XIII. 

LEAST RADII OF GYRATION FOR TWO ANGLES WITH UNEQUAL 

LEGS, LONG LEGS BACK TO BACK. 



aversions, 

Inches. 

Thickness, 

Inches. 

Area of | 
Two Angles, 
Square 
Inches. 

Least Radii of Gyration for Distances 
Back to Back. 

Least Radius 
of Gyration 
for one 
Angle.. 

0 Inch. 

| Inch. 

£Inch. 

2|X2 

15 

I . 62 

0 

79 

0.79 

0 79 

0 . 

43 

2|X2 

t 

3.09 

0 

77 

O.77 

0.77 

0 

42 

2^X2 

4 

4.00 

0 

75 

0-75 

0.75 

0 . 

42 

3 X2i 

i 

2.63 

0 

95 

0-95 

0.95 

0 

53 

3 X 2^ 

1 

3.84 

0 

93 

0-93 

0.93 

0 

52 

3 X2I 

15 

5-55 

0 

9 i 

O.91 

0.91 

0 

52 

3^X2^ 

i 

2.88 

0 

96 

I .09 

1.12 

0 

54 

3?X2^ 


5-50 

I 

00 

I .09 

1.09 

0 

53 

3 i X2^ 


7.30 

I 

03 

I .06 

1.06 

0 

53 

3 iX 3 

tV 

3 -87 

I 

10 

I . 10 

1.10 

0 

63 

3 iX 3 

A 

6.68 

I 

07 

I .07 

1.07 

0 

62 

3 ?X 3 

1 s 

16 

9.24 

I 

04 

I .04 

1.04 

0 

62 

4 X 3 

5 

15 

4.18 

I 

.17 

1.27 

1.27 

0 

65 

4 X 3 

9 

16' 

7.24 

I 

.21 

I .24 

1.24 

0 

64 

4X3 

1 3 

15 

10.05 

I 

.21 

I . 21 

1.21 

0 

64 

5 X 3 

5 

15 

4.80 

I 

•09 

I . 22 

i- 3 6 

0 

66 

5 X 3 

9 

15 

8.37 

I 

.13 

I . 26 

1.41 

0 

65 

5 X 3 

1 3 

15 

11.68 

I 

.17 

1.32 

1.47 

0 

.64 

5 X 3 i 

1 

6.09 

I 

• 34 

I .46 

1.60 

0 

.76 

5 X 3 i 

t 

984 

I 

37 

I -51 

1.56 

0 

•75 

5 X 3 i 

7 

¥ 

1334 

I 

.42 

1-53 

i -53 

0 

•75 

6 X 3 i 

1 

6.84 

I 

. 26 

1-39 

1-53 

0 

•77 

6 X 3 $ 

4 

8 

11.09 

I 

30 

1.43 

1.58 

0 

•75 

6 X 3 i 

■ I 

15 09 

I 

• 34 

i 49 

1.64 

0 

•75 

6 X4 

1 

7.22 

I 

• 5 <> 

1.62 

1.76 

0 

.88 

6 X4 

£ 

8 

11.72 

I 

■53 

1.67 

1.81 

0 

.86 

6 X4 

4 

1597 

I 

.58 

1.68 

1.86 

0 

. 86 


I 








































TABLES. 


Section 

Number 


T 5 
T 181 
T 183 
T 187 
T 189 
T 37 
T 39 
T 41 
T 69 
T 97 


T 185 
T 65 
T 101 


119 


Table XIY. 
PROPERTIES OF T BARS. 

N 


1 J 

ff T 

k 

J1 1 

1 

i rr J 

H - 



C) 

Equal Legs. 


2 

3 

4 

5 

6 

7 

8 


Dimensions. 











Dist. Cent. 












A rf*a of 

of Gravity 

Width of 
Flange. 

Depth of 
Bar. 

Thickness 
of Flange. 

Thickness 
of Stem. 

Weight 
per Foot. 

Section. 

from Out¬ 
side of 
Flange. 

b 

d 

s to n' 

t to tj 


A 

X 

Inches. 

Inches. 

Inches. 

Inches. 

Pounds. 

Sq. Ins. 

Inches. 

I 

I 

f to ^ 

¥ to g 5 ^ 

.89 

.26 

.29 

if 

if 

3 << 7 

T¥ 33 

5 it 7 
33 33 

1.39 

.41 

• 33 

I A 

I xV 

3 U X 

TS - 4 

5 « 7 

3¥ 3 3 

i -53 

•45 

• 34 

if 

if 

3 It 1 

T6 t 

5 « 1 

¥¥ 4 

1.61 

• 47 

.36 

if 

If 

3 ft 1 
T¥ 4 

5 it 1 
33 4 

1.85 

•54 

• 39 

2 

2 

1 “ 5 

T¥ 

1 << 5 

I T6 

3-7 

1.05 

• 59 

2 

2 

5 << 1 

T¥ S 

5 a 

T¥ 8 

4-3 

1.26 

.61 

2 i 

2f 

1 5 

l¥ 

2. « 5 

4 T¥ 

4 -i 

1.19 

.68 

3 

3 

3 << 7 

¥ Te 

3 « 7 

¥ T¥ 

7-8 

2.27 

.88 

3 f 

3 i 

3 « 7 

¥ T¥ 

3 « 7 

¥ T6 

9-3 

2.74 

• 99 


Unequal Legs. 


if 

i tV 

T<r 

it 



a 

7 

3 ¥ 

1.49 

• 44 

.29 

3 


f 

l ( 

T¥ 

f 

a 

7 

T¥ 

7-2 

2.07 

• 7 i 

3 f 

4 

f 

U 

T¥ 

f 

u 

7 

T¥ 

9-9 

2.91 

1.20 























































120 


TABLES. 


Table XIV— Continued. 
PROPERTIES OF T BARS. 


c? 


t' 

FT 

cl 

\ ^ 1 

£1 - 1 

-Htis 

K- 

-6—*!* 




Equal Legs —( Continued ). 


I 

9 

10 

11 

12 

13 

14 


Moment of 

Section 

Radius of 

Moment of 

Section 

Radius of 


Inertia 

Modulus 

Gyration 

Inertia 

Modulus 

Gyration 

Section 

Number. 

Axis i-x. 

Axis 1-1. 

Axis 1-1. 

Axis 2-2. 

Axis 2-2. 

Axis 2-2. 

I 

S 

r 

V 

S' 

r' 


Inches 4 . 

Inches 3 . 

Inches. 

Inches 4 . 

Inches 3 . 

Inches. 

T 5 

.02 

• 03 

• 30 

.01 

.02 

.21 

T 181 

.04 

• 05 

• 32 

.02 

.04 

•25 

T 183 

.05 

.06 

• 33 

• 03 

• 05 

.26 

T 187 

.06 

• 07 

• 35 

• 03 

•05 

.27 

T 189 

.08 

.08 

•39 

•05 

• 07 

.29 

T 37 

•37 

.26 

• 59 

. l8 

.18 

.42 

T 39 

• 43 

• 31 

• 59 

• 23 

• 23 

.42 

T 41 

• 51 

• 32 

• 65 

.24 

.22 

•45 

T 69 

1.82 

.86 

.90 

.92 

.6l 

.64 

T 97 

3-1 

1.23 

Unequal L 

1.08 

egs—(Coni 

1.42 

inued ). 

.81 

•73 

T 185 

.04 

.05 

.29 

.03 

iOI 

.28 

T 65 

1.08 

.60 

.64 

.90 

.60 

.28 

T 101 

4-3 

1-54 

1.23 

1.42 

.8l 

.70 















































TABLES. 


12 I 


Table XV. 

COMMERCIAL SIZES OF YELLOW PINE LUMBER WITH RELA¬ 
TIVE PRICES BASED UPON $1 PER THOUSAND FEET 
BOARD MEASURE. 


Common Boards SIS. 


Nominal 

Size in Inches. 

Length in Feet. 

Actual Sizes. 

10 

12 

14 

16 

18 

20 

iX8 No. i 
iXio “ 

I X 12 “ 

1.03 

1.06 

I .20 

1.03 

1.06 

I . 20 

I .00 

1.03 

I . 12 

I .00 

1.03 

I . 12 

1.03 

1.06 

I . 12 

103 

1.06 

I . 12 

SIS or 2 S 
ff thick. 


For rough boards add $1.00 per M. 


Fencing SIS. 


Nominal 

Length in Feet. 

Actual Sizes. 

Size in Inches. 

10 

12 

14 

16 

18 

20 

M M 

XX 

~ O 

M 

0.97 

1.00 

0.97 

1.00 

0.97 

1.00 

1.00 
1.03 

0.97 

1.00 

0.97 

1.00 

SIS or 2 S 
ff thick 

1X4 “ 2 

1X6 “ 

0.91 

0.91 

0.91 

0.91 

0.91 

0.91 

0.94 

0.94 

0.91 

0.91 

0.91 

0.91 



Dimension SISIE. 


Nominal 

Size in Inches. 

Length in Feet. 


10 

12 

14 

16 

18 

20 

22-24 

Actual Sizes. 
Inches. 

2X6 No. 1 
2X8 “ 

2X4 “ 

2X10 “ 

2X12 “ 

0.97 

0.97 

0.97 

1.00 

1.03 

0.94 

0.94 

0.94 

0.97 

1.00 

0.94 

0.94 

0.94 

0.97 

1.00 

0.94 

0.94 

0.94 

0.97 

1.00 

.097 

.097 

0.97 

1.00 

1.03 

0.97 

0.97 

1.97 

1.00 

1.03 

1.10 

1.10 

1.10 
1 . 13 

1.16 

i|X 5 f 
if X7I 
if X 3 l 
if X 9 ^ 

if xni 


When dressed on 4 sides take I inch off each side. 

Rough lumber costs $1.00 more per M. 

For dimensions sized to If inch add 75 cents per M. 

For No. 2, when in stock deduct $1.50 per M. 

For every 2 feot over 24 feet up to 32 feet add $1.00 per M. 

































































122 


TABLES. 


Table XV— Continued. 

COMMERCIAL SIZES OF YELLOW PINE LUMBER WITH RELA¬ 
TIVE PRICES BASED UPON $1 PER THOUSAND FEET 
BOARD MEASURE. 


Heavy Joists, SISIE. 


Nominal 

Size in Inches. 

Length in Feet. 

Actual 
Size in 
Inches. 

10 

12 

14 

16 

18 

20 

22-24 

3X6 & 3X8 
3XlO & 3X12 

2X14 

2*X 14 to 3X 14 

1.19 
1-25 

1.28 

1.28 

1.16 

1.19 

1.22 

1.22 

1.16 

1.19 

1.22 

1.22 

1.16 

1.19 

1.22 

1.22 

1.19 
1.25 

1.28 

1.28 

1.19 
1.25 

1.28 

1.28 

1.28 
1.34 
1.38 
1.38 



For rough lumber add $1.00 per M. 

For 16 inch joists add $1.00 per M. Add $2.00 per M for each 2 inches 
over 16 inches. 


Timbers. 


Nominal Sizes in Inches. 

Length in Feet. 

Actual Size 
in Inches. 

10 

12 14 

16 

18 

20 

22-24 

.4X4 and 4 X 6 S and E... . 

4X8 to 8X8 rough . 

4X10 to 12X12 rough. . . . 

1.16 

I . 22 

I . 28 

1.131.13 

I . 19 I . 19 

I .25 I .25 

1 

1.13 
1.19 
1 25 

1.16 
1.22 
1.28 

1.16 
1.22 
1.28 

1.22 
1.28 
1.34 

f" oftS&E 


For every 2 feet over 24 feet up to 32 feet add $1.00 per M. 


Note. 

SIS = surface upon one side. 

SISIE = “ “ “ “ and one edge. 

S4.S = “ “ four sides. 

















































Table XVI. 

AVERAGE SAFE ALLOWABLE WORKING UNIT STRESSES, IN POUNDS, PER SQUARE INCH 
Recommended by the Committee on “Strength of Bridge and Trestle Timbers/’ Association of Railway Supeiintendents 

of Bridges and Buildings, Fifth Annual Convention, New Orleans, October, 1895. 


TABLES. 


12$ 




1/5 G 

C/3 G 


u 

o 

o o 


o 

O O 

O 

o 





Q'G 


3 

o 

o in 


o 

m o 

o 

o 



o 



° 

o 

in <n 


o 

l>NO 

’’t ■'3- 



Z 

X 



Cl 

W 

M 


M 






< 

111 


t-* A 


Uh* 

o 

o o 

o 

o 

o o o o 

• 

• 

o 

o 


c/i 


/- 5 


3 

o 

o in in 

o 

o o o o 

• 

m o 




C 

Uh 

rs 

M M 

M 

M 

M M M M 

• 

• 

• 

H 

W 




CO >> 



o 

o o 

o 

o o o 

•OOO 

o o 

o 

o 

o 

• 




• 

o 

o o 

o 

o o o 

•OOO 

o o 

o 

o 

o 

td 


3 


o 

o 

o o 

o 

o o o 

•OOO 

o o 

o 

o 

o 


U CO 


£ 

o 

o o 

o 

o o o 

■OOO 

o o 

o 

o 

o 

w 


£ 3 


H 

IT) O ID O 

o o o 

• o o m m m o 

m 

o 

> 

C/3 





in moo 


NO VO NO 

• i>vO NttfOm fONO 














< 

K 


0/ 

a g rf 



o 

o o 

o 

o o o o 

•OOO 

o o 

o 

o 

o 

H 


A 3° <8 

*£ is 


K 

o 

o o 

o 

o o o o 

•OOO 

o o 

o 

m 

o 




GO 

o 

M 

l> (N 

M 

M 00 O 00 t> 
M W 

• 00 1>vO 00 00 00 

i>oo 


w 







• 







$ d 


u 

o 

o o 

o 

• o o o 

• • o o 

o o 

o 

o 




S'g 


3 

o 

o m o 

• moo 

• • o m o o 

m 

o 





O 

in m m 

<n 

• (N N N 

• • <N t-C 

<N rs 

<N 



z 

o 



Uh 




• 

• • 





c/3 

c/3 


CO 

C w. 

a 

. 

o 

o o 

o 

• o o o 

o o o o 

o o 

O 

o 

o 

111 

c 



o 

o o 

o 

• o o o 

o o o o 

o o 

o 

o 

o 

X 


0- c 

G 


On O 

N 

• 00 00 00 

O O 00 00 00 00 

O 00 00 

P-* 


O 3 

m 

Cl 


M 

M 

• 

W M 


M 



s 

o 

CJ 





• 






CJ 

fG 

«-> 

tub 



o 

o o 

o 

• o o o 

• • o • 

o o 



• 

• 





1 ^ 

o 

o o 

o 

• o o o 

• • o • 

o o 

• 


• 


5 

W g 



Tt M NO NO 

• (S <N (N 

• • (S 

(N N 

• 


• 




£ 

M 

W M 

M 

• M M M 

• • M 

w w 

• 

• 

• 



CQ 






• 

• • • 



• 

• 



to • 


1 . 

o 

o o 


• o o • 

• • • 

..O' 



• 






1 c 

o 

m no 


• mm • 

• m • 





z 

o 

CO 

2 


1- cfl 
y u 

<0 


H 

M 







• 

• 













• 

U1 


fG g 


• 

o 

o o 

o 

o o o o 

o o o o 

o o 

o 

o 


H 




G 

o 

o o 

o 

o o o o 

o o o o 

o o 

o 

o 




LT ^ 


H 

o 

1> <N 

M 

O On OOO 

O O 00 VO NO 00 

On 





M 

M 

M 

w 

M W 






x 

M 

m 

3 


s. 

o 

Q 

Z 

*-• 


4-> 

V 

vn 

rt 

(A 


03 


Oh 

£ 

o 


0 ) 

- - 

i^'SE^ 

ipo 

03 ,03 


Si . 

o 

•-*1 

o 3 

03 

"7 

bC 

G 

O 


03 

G 

s 


0 ) 

>* 


o 3 

<13 


C 3 

- O 
G t_. 

fi G 


i 

Si 

o 

_G 


M St-^O o o 


03 

.S 03 

£h.G 

<V pH 
^ TP 




03 .U 


G 

O Si 

'C 

K'*’ -4—> 

c? ^ M 


, 03 


o3, 

OP 

03 03 

•+S3 HH> 

• r-H • f-H 

-G EE 


G 

Sh 

03 

iG ' 

r—' 

O 

on i 


Vi 

c3 
R 


b£ g 

G ^ 


03 


Joo^ 

G S 
G o3 c3 o 

H & a o 3 
TP £ G G 
03 O eg c3 


03 o 

03 GO 


TP 
o 

O 03 
> O 
S' O 
T 3 2 
03 a, 

o3 c3 


cr> • G G G 

go • C Si Si 

0J L P O O 

3 G bo o3 co «t3 'tP 

u £ clxj 03 cego 

CL^i JbCJ'P o3 «8 


O 03 O 03 C3 CL^ >. 03 -C 53 CO 

^PZooccKooooo 









































































124 


TABLES . 


Table XVII. 
CAST-IRON WASHERS. 



Diam.of bolt d. 

D 

d " 

d' 

T 

Weight. 

Bearing 

A rea. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

Lbs. 

Sq. In. 

4 

2 f 

if 

9 

TS 

f 

4 

5.16 

f 

3 

1 $ 

11 

T¥ 

f 

I 

4 

6.69 

f 

34 

2 i 

1 3 

t 

ll 

7.78 

i 

3f 

24 

1 5 

Iff 

1 

if 

10.35 

i 

4 

2 f 


if 

2 * 

11.68 

if 

4f 

2 3 

^4 

ItV 

if 

3 

16.61 

if 

6 

3 

If\ 

if 

5f 

26.92 

if 


3l 

If 

if 

6 

28.61 

if 

7l 

3f 

if 

if 

9l 

38.52 

2 

81 

4l 

2 f 

2 

I7l 

49.91 

2 f 

9l 

4f 

2 f 

2 l 

20 

62.77 

2 $ 

iol 

5l 

2 f 

2 f 

27l 

77.11 

^ 4 

Hi 

5f 

2 | 

2 f 

36 

9291 

3 

I2i 

61 

3l 

3 

46 

no.19 

1 


For sizes not given D =4d + 1"; d" =2d + \. 

d' = d + f; T =d. 




































APPENDIX. 


i. Spacing of Bolts and Notches in Wood. —The mini¬ 
mum spacing of bolts and notches in wood can be easily 
computed by making the longitudinal shear and the end 
bearing equal. The following values of p are based upon 
the safe shearing and bearing values given in Table XVI. 



Fig. i. 

White Oak. .. P = 3-$° d 

White Pine. P = 5 • S od 

Long-leaf Southern Pine. P = 5 -33 d 

Douglas, Oregon, and Yellow Fir. p = 5. 33d 

Northern or Short-leaf Yellow Pine. . . . p = 6 .ood 
Spruce and Eastern Fir. p = 6.ood 


2. Plate Washers and Metal Hooks for Trusses of Wood. 

—Where a number of bolts are necessary, it is usually more 

125 

































APPENDIX. 


126 


economical to use a single plate to transfer the stresses in 
the bolts to the wood than to use single cast-iron washers* 




Fig. 2. 


since the use of washers necessitates a wider spacing of 
bolts. 

As a close approximation we may assume that the plate 
will have a tendency to bend along the dotted lines, and 
that the load producing this is the bearing value of the 
wood against which the plate bears. 

If B is the safe bearing value for the wood and R the 
modulus of safe strength for the metal in bending, then 

Bbl(±) =\Rbt\ or 

* 

From which l = t 



Assuming A = 16,000 and the values of B as given in 
Table XVI, we obtain the following: 


White Oak. ^ = 3.26^ 

White Pine.Z = 5.16^ 

Long-leaf Southern Pine. / = 3.9iZ 


































APPENDIX. 


127 


Douglas, Oregon, and Yellow Fir./ = 4.22/ 

Northern or Short-leaf Yellow Pine. 1 = 4.62/ 

Spruce and Eastern Fir . .. 7 = 4.62/ 


Where plates are bent at right angles, forming a hook 
bearing against the end fibers of wood, the efficient depth 
of the notch will obtain when the total safe bearing upon 



Fig. 2 a. 


the end fibers of the wood and the safe fiber stress in the 
metal plate are reached at the same time. Then, if 16,000 
is the safe fiber stress for steel and B the safe end bearing 
for wood as given in Table XVI, the efficient depth of the 
notch can be found from the formula 



The values of d are given below for different woods: 


White Oak. d = 1.95/ 

White Pine. d = 2.2ot 

Long-leaf Southern Pine. <7 = 1.82/ 

Douglas, Oregon, and Yellow Fir. <7 = 1.82/ 

Northern or Short-leaf Yellow Pine .... d = 2.11/ 
Spruce and Eastern Fir. d = 2.ut 


Since in bending a plate the inside of the bend will be 
an arc of a circle having a radius of about £/, the depth 






















128 


APPENDIX . 


of the notch should be increased this amount, but the 
efficiency should be based upon the values of d given above. 

3. A Graphical Solution of the Knee-brace Problem.— 
(First published in Railway Gazette, May 18, 1906.) The 
actual stresses in knee-braces between columns and roof- 
trusses will probably never be known exactly, as there are 



so many variable factors entering the question. In the 
usual construction, where columns are bolted to masonry 
pedestals at the bottom, either riveted or bolted to the 
trusses at the top, and with the knee-braces riveted at 
both ends, the degree to which these connections may be 
considered fixed is a question leading to many arguments 
and differences of opinion. It is not proposed to enter 
into this question at all, but to show how the stresses in 
all the members of the framework can be found graphically 
under a given assumption. 

Assume, for example, that the bottom of the columns 
are sufficiently fixed, so that the point of zero moment is 












APPENDIX. 


129 


midway between the bottom and the attachment of the 
knee-braces, and that the top attachments and those of 
the knee-braces to the columns such that they may be con¬ 
sidered as pin-connections. Taking the truss and loading 
shown in Fig. 3, it is evident that the external forces must 
be in equilibrium, and, unless the points M and N are un¬ 
like in some particular, the reactions at these points will 
be parallel to the resultant of the given forces and the sum 
of the two reactions equal this resultant in magnitude. 
This is shown by HE, Fig. 3a, which represents the direc- 



Fig. 3a. 


tion and magnitude of the resultant of the given forces. 
Assume a convenient point as a pole, and construct an 
equilibrium polygon in the usual manner, and draw the 
string S 0 , dividing HE into two parts at L. HL=R X ' = 
the reaction at M, and LE =R 2 ' =the reaction at N. These 
reactions are correct in direction and magnitude, unless 
some condition is imposed to change them. 











130 


APPENDIX. 


If there are no bending moments at M and N and these 
points are prevented from moving vertically, the vertical 
components of the reactions must remain constant, even 
in the extreme case where M may be assumed as a pin 
and N as resting on rollers. 

Any assumption may be made as to the horizontal reac¬ 
tions at these points, as long as their sum equals the hori¬ 
zontal component of HE, Fig. 3a. It is customary to 
assume these reactions as equal. If this is the case, then 
the reaction at M is HL' and that at N, L'E, as shown 
in Fig. 3a. 

The next step is to find the effect of these reactions at 
the points 0 , Q, P , and R. The vertical components will 



act as vertical reactions at 0 and P. The horizontal com - 
ponents will produce bending moments at 0 and P, and, 




















APPENDIX. 


I 3 I 

in effect, horizontal forces at 0 , P, Q, and R. To determine 
these forces, in Fig. 3a, assume a pole vertically below E 
and draw the strings and 5 0 from the extremities of the 
horizontal component as shown. Then, in Fig. 3, from JSf 
draw and S 0 in the usual manner, and complete the equi¬ 
librium polygon with S 2 . In Fig. 3a draw ZF parallel to 
S 2 of Fig. 3, then SF is the force at P, and FE the force 
at R produced by the action of the horizontal reaction at N. 
The forces at 0 and Q are, of course, the same as found 
at P and R respectively. With these forces determined, 
the problem is solved in the usual manner, as shown in 
Fig. 36. 

4. Trusses which may have Inclined Reactions. — All 

trusses change in span under different loads, owing to the 
•changes in length of the members under stress. Trusses 
with straight bottom chords do not change sufficiently to 
•create any considerable horizontal thrust, but those hav¬ 
ing broken bottom chords, like the scissors-truss, often, 
when improperly designed, push their supports outward. 
This can be obviated by permitting one end of the truss 
to slide upon its support until fully loaded with the dead 
load, then the only horizontal thrust to be taken by the 
supports will be that due to wind and snow loads. Of 
course the horizontal component of the wind must be 
resisted by the supports in any case. A better way of 
providing for the horizontal thrust produced by vertical 
loads is to design the truss so that the change in the 
length of the span is so small that its effect may be 
neglected. This requires larger truss members than are 
sometimes used and care in making connections at the 
joints. 


i 3 2 


APPENDIX. 


Let P= the stress per square inch in any member pro¬ 
duced by a full load; 

u = the stress in any member produced by a load of 
one pound acting at the left support and parallel 
to the plane of the support, usually horizontal; 
/=the length center to center of any member 


Then 


(inches); 

E =the modulus of elasticity of the material com¬ 
posing any member; 

D =the total change in span produced by a full load. 


_ yM * 


D = I 


E ‘ 



If 5 = the stress or horizontal force necessary to make 
D zero, 

a =the area of any member in square inches, 

° uH' 

Y _ 

aE 


* Theory and Practice of Modern Framed Structures, Johnson, Bryan, Tur- 
neaure (John Wiley & Sons, N. Y.). Roofs and Bridges, Merriman and Jacoby 
(John Wiley & Sons, N. Y.). 













APPENDIX. 


*33 


To illustrate the use of these formulas we will take a 
simple scissors-truss having a span of 20 feet and a rise of 
10 feet. 


COMPUTATIONS FOR D AND S. 


Piece. 

Stress 
Produced 
by 1000- 
lb. Loads. 

a, 

sq. in. 

P. 

lbs. 

u. 

lbs. 

/, 

inches. 

pul 

~E" 

aE 

A a 

+ 3160 

36 

87.8 

+ O.71 

84.8 

.00528 

.00000118 

Bb 

+ 2100 

36 

58.3 

+ O.71 

84.8 

.00351 

.00000118 

ab 

+ 800 

36 

22.2 

0.00 

63.2 

.00000 

O 

aL 

— 2360 

36 

65 -5 

-1.58 

126.5 

.01316 

.00000875 

bb ' 

— iq 8 o 

O.785 

2522 

— I .00 

80.0 

.00336 

.00000170 







.02531 

.OOOOI281 







2 

2 







.05062 

.OOOO2562 







D 



.0*5062 

- ITT = I 975 

.00002562 


Let all members except bb' be made of long-leaf Southern 
pine 6"X6", and bb' consist of a i-inch round rod of steel 
upset at the ends. The value of E for the wood is 1,000,000 

and for the steel 30,000,000. 

Computing D and 5 , we find that the horizontal deflec¬ 
tion is very small, being only about inch, and the force 
necessary to prevent this is about 2000 pounds. 

In case the truss is arranged on the supports so that 
the span remains constant, the supports must be designed 
to resist a horizontal force of 2000 pounds. The actual 
stresses in the truss members will be the algebraic sum of 
the stresses produced by the vertical loads and the hori¬ 
zontal thrust. 

An inspection of the computations for D shows that 































134 


APPENDIX . 


the pieces aL and a'L contribute over one half the total 
value of D. If the area of these pieces is increased to 64 
square inches, the value of D is reduced about 25 per cent. 

It is possible to design the truss so that the change of 
span is very small by simply adjusting the sizes of the 
truss members, increasing considerably those members 
whose distortion contributes much to the value of D. 

The application of the above method to either wood 
or steel trusses of the scissors type enables the designer 
to avoid the quite common defect of leaning walls and 
sagging roofs. 



Fig 5. 









































APPENDIX. 


J 3 5 


5. Tests of Joints in Wooden Trusses. —In 1897 a series 
of tests was made at the Massachusetts Institute of Tech¬ 
nology on full-sized joints. The results were published in 
the Technology Quarterly of September, 1897, and re¬ 
viewed by Mr. F. E. Kidder in the Engineering Record of 
November 17, 1900. 

The method of failure for three types of joints is shown 
in Fig. 5. 

6. Examples of Details Employed in Practice. —The fol¬ 
lowing illustrations have been selected from recent issues 
of the Engineering News, the Engineering Record, and The 
Railway Gazette. 

Fig. 6. A roundhouse roof-truss, showing the connection 
at the support with arrangement of brickwork, gutter, 
down-spouts, etc. The purlins are carried by metal 
stirrups hanging over the top chord of the truss. 

Fig. 6 a. Details of a Howe truss, showing angle-blocks 
and top- and bottom-chord splices. 

Fig. 6 b. A common form of roof-truss, showing detail 
at support. The diagonals are let into the chords. The 
purlins stand vertical and rest on top of the truss top 
chord. 

Fig. 6 c. A comparatively large roof-truss of the Pratt 
type of bracing, showing details of many joints. A large 
number of special castings appear in this truss. 

Fig. 6 d. Howe truss details, showing connection to 
wooden column, knee-brace bolster, cast-iron angle-block, 
and brace-connection details. 

Fig. 6 e. Scissors-trusses, showing five forms in use, 
and also three details which have been used by Mr. F. E. 
Kidder. 


I3 6 


APPENDIX. 



Fig. 6.—Roundhouse Roof, Urbana Shops, Peoria and Eastern R.R. 


Fig. 6/. A steel roof-truss, showing details. The pur¬ 
lins are supported by shelf-angles on the gusset-plates ex¬ 
tended. The principal members of the web system have 
both legs of the angles attached to the gusset-plates. 







































APPENDIX , 


*37 


o-Oak Splices 


2”x 12'x l' 6 - LonS Jv 




y'/f -12 "x 16”0.ik |" 

1 \\ 

// \X^ 


• S B ; 

I— 1 |® 0 © © 

l©0 © 0 

© OoGl 

©JgqJ 

1 ;© © © © 1 © © © 0 ; 1 ;©| i©| ;©; < 

., x - iQ,e?^.i0gQo; i pj isi|®UL 


6'9-- 


-7'6"-»U- 

1 

Bolts, 


-7'9 -- Jfr --7'6* 



Oak Packing ' ° ak s P lice 

\ CHORD DETAILS, PLANING MILL ROOF TRUSS. ' 


Fig. 6a ,—Canadian Pacific R.R., Montreal. 


1 



Fig. 6b .—Boston and Maine R.R., Concord, N. H 












































































APPENDIX. 




Outline of Main Truss of Forestry Building. 


END E'CE’VATION 


Ay -£- r~ 

Tr 

it iti 

0 



i* 

7 *. _ 

n c „ U 

w- 



8*x l()"Tru<wod Purlin 
SIDE ELEVATION 

io\ 


8 x lu Trussed. Purlin 
Bolts 



SECTION W-W 

DETAIL AT “o»i 


4-1* Rivets 
I"x3*xl0 


yy /- 

iti fti 1 r fi rri't-r 

Ttrui i i m i j r 


tya * lo"x 43 SteelTl. I 


rTviTl r~VfTa, 

7 LLU|^ 


■ < i i . • i. ._. 

i i i l + 4—1-4-!r 

--I—ll l__ l 1 i 1_1 l irml_ 

U <JUJ 111 UJ UI^IUI Lilllii lil Olll 1 

X"Bolts'' v.,* ,A» „• 


8"x 10' 


DETAIL AT “ a " 
(Enlarged) 


x 10 x 43 Steel EL 


Fig. 6c.—D etails cf Truss Framing in Forestry Building, 
Pan-American Exposition. 

* 


Fig. 6 g. A steel roof-truss with a heavy bottom chord. 
The exceptional feature in this truss is the use of flats for 
web tension members. 









































































APPENDIX. 


x 39 



Fig . 6^ _Howe Truss, Horticultural Building, Pan-American Exposition. 


-1>4 Bolts 



.4^ 1 IO 1 L Washer 

2 i ^Jj'Strap 

Cast Bearing Plate 



Fig. 6e. —Scissors-trusses and Details Used by Mr. F. E. Kidder. 


















































































140 APPENDIX. 




l'W* for StonoBoft. 


iTStone 


Trusses. 
20 y 0”c. to c» 


BedPlate 12*x 11 j; 


^ t t>0 / 0"Between Walkl^ - 


] If* Uolier* 

1 W* X 0 btwuo ‘i jtt 


Fig. 6 g. —Roof-truss, Peoria and Eastern R.R., Urbana 





































































APPENDIX. 


141 


Fig. 6 h. A light steel roof-truss, showing arrangement 



Fig. 6h. —Power-house, New Orleans Naval Station. 



Fig. 6i .—Pennsylvania Steel Company’s New Bridge Plant. 

•of masonry, gutters, down-spout, etc. In this roof the 
purlins rest on the top chord of the truss, and any tipping 









































































142 


APPENDIX. 


or sliding is prevented by angle-clips and f-inch rods, as 
shown. 

Fig. 6 i. Detail of connection of a steel roof-truss to a 
steel column. The illustration also shows gutter, down¬ 
spout, cornice, etc. 



Fig. 67 .—Template Shop Roof-truss, Ambridge Plant of the American Bridge 

Company. 



FIG. 6k .—General Electric Machine-shop, Lynn, Mass. 

Figs. 6 j and 6 k. Details similar to those shown in 
Fig. 6 i, but for lighter trusses. 











































APPENDIX. 


143 


7. Abstracts from General Specifications for Steel Roofs and 

Buildings. 

By Charles Evan Fowler, M. Am. Soc. C. E. 

GENERAL DESCRIPTION. 

1. The structure shall be of the general out- Diagram, 
line and dimensions shown on the attached dia¬ 
gram, which gives the principal dimensions and 

all the principal data. (2, 72.) 

2. The sizes and sections of all members, 
together with the strains which come upon them, 
shall be marked in their proper places upon a 
strain sheet, and submitted with proposal. (1,72.) 

3. The height of the building shall mean the ri 

vlcaiallCcSt 

distance from top of masonry to under side of 
bottom chord of truss. The width and length of 
building shall mean the extreme distance out to 
out of framing or sheeting. 

4. The pitch of roof shall generally be one 
fourth. (6.) 

LOADS. 

The trusses shall be figured to carry the fol¬ 
lowing loads: 

5. SnOW Loads. SnowLoad. 


Location. 

Pitch of Roof. 

1/2 

1/3 

1/4 

i/S 

1/6 

Pounds per Horizontal Square Foot. 

Southern States and Pa- 






cific Slope. 

0 

0 

0 

0 

0 

Central States. 

0 

7 

15 

22 

30 

Rocky Mountain States. . . 

0 

10 

20 

27 

35 

New England States. 

0 

10 

20 

35 

45 

Northwestern States. 

0 

12 

25 

37 

50 





















144 


APPENDIX. 


Wind Load. 


Weight of 
Covering. 


6 . The wind pressure on trusses in pounds per 
square foot shall be taken from the following 
table: 


Pitch. 

Vertical. 

Horizontal. 

Normal. 

1/2 =45° 00' 

19 

1 9 

27 

1/3 =33° 41 ' 

17 

12 

22 

1/4 = 26° 34' 

15 

8 

l8 

1/5 = 2I ° 4 8 ' 

13 

6 

15 

1/6 = 18° 26' 

11 

4 

13 (7-) 


7. The sides and ends of buildings shall be 
figured for a uniformly distributed wind load of 
20 pounds per square foot of exposed surface when 
20 feet or less to the eaves, 30 pounds per square 
foot of exposed surface when 60 feet to the eaves, 
and proportionately for intermediate heights. (6.) 

8. The weight of covering may be taken as 
follows: Corrugated iron laid, black and painted, 
per square foot: 

No. 27 26 24 22 20 18 16 

.90 1.00 1.30 1.60 1.90 2.60 3.30 pounds 

For galvanized iron add 0.2 pounds per square 
foot to above figures. 

Slate shall be taken at a weight of 7 pounds 
per square foot for 3/16" slate 6"Xi2", and 8.25 
pounds per square foot for 3/16" slate i2"X24", 
and proportionately for other sizes. 

Sheeting of dry pine-boards at 3 pounds per 
foot, board measure. 

Plastered ceiling hung below, at not less than 
10 pounds per square foot. 


APPENDIX . 


M5 


The exact weight of purlins shall be calcu¬ 
lated. 

9. The weight of Fink roof-trusses up to 200 
feet span may be calculated by the following for¬ 
mulae for preliminary value: 

w = .06s + .6, for heavy loads; 
w = .o4S + .4, for light loads. (40, 45.) 

5 = span in feet; 

■w = weight per horizontal square foot in pounds. 

10. Mill buildings, or any that are subject to 
corrosive action of gases, shall have all the above 
loads increased 25 per cent. 

11. Buildings or parts of buildings, subject to 
strains from machinery or other loads not men¬ 
tioned, shall have the proper allowance made. 

12. No roof shall, however, be calculated for 
a less load than 30 pounds per horizontal square 
foot. 

UNIT STRAINS. 



Soft-medium 



Iron. 

Steel. 


13. Shapes, net section. 


I 5000 

( 57 -) 

Bars. 

Bottom flanges of 

14OOO 

I 70OO 


rolled beams. . . . 


150OO 


Laterals of angles, 




net section. 


20000 

( 57 -) 

Laterals of bar.... 

180OO 


(41-) 

14. Flat ends and fixed 



1 

-500 - 

/y 

ends. 


I25OO 


length in feet center to center of connections; 
r = least radius of gyration in inches. ( 59 -) 


Weight of 
Trusses. 


Increase of 
Loads. 


Minimum 

Load. 


Tension only. 


Compression 

only. 






146 


APPENDIX. 


Flanges. 


Combined. 


Shearing. 


Bearing. 


Bending. 


Laterals. 


15. Top flanges of built girders shall have the 
same gross area as tension flanges. 

16. Members subject to transverse loading in 
addition to direct strain, such as rafters and 
posts having knee-braces connected to them, 
shall be considered as fixed at the ends in riveted 
work, and shall be proportioned by the following 
formula, and the unit strain in extreme fiber shall 
not exceed, for soft-medium steel, 15000. 




(52, 62.) 


5 = strain per square inch in extreme fiber; 

M = moment of transverse force in inch-pounds; 
n = distance center of gravity to top or bottom of 
final section in inches; 

I = final moment of inertia; 

P = direct load; 

A = final area. 



Soft Steel. 

Soft-medium 

Steel. 

i 7 - 

Pins and rivets. 10000 

( 57 -) 


Web-plates. 

7000 

18. 

On diameter of pins 



and rivet-holes. . . . 20000 

20000 (57.) 

19. 

Extreme fiber of pins. 

25OOO 


Extreme fiber of pur¬ 
lins . 

15000 (49.) 


20. Lateral connections will have 25 per cent, 
greater unit strains than above. 

21. Bolts may be used for field connections at 
two thirds of rivet values. (17, 18.) 


Bolts. 






APPENDIX. 


147 


TIMBER PURLINS. 

22. In purlins of yellow pine, Southern pine, 
or white oak, the extreme fiber strain shall not 
exceed 1200 pounds per square inch. (50.) 

CORRUGATED-IRON COVERING. 

26. Corrugated iron shall generally be of 2\- 
inch corrugations, and the gauge in U. S. standard 
shall be shown on strain sheet. 

27. The span or distance center to center of 
roof-purlins shall not exceed that given in the 
following table: 


27 gauge. . . 

. . . 2' 0" 

20 

gauge. 

.4' 6" 

26 gauge. . . 

. .2' 6" 

l8 

gauge. 

.5' 0" 

24 gauge. . . 

...3' 0" 

l6 

gauge. 

•5' 6" 

22 gauge. . . 

./ _// 
...40 



(48.) 


28. All corrugated iron shall be laid with one 
corrugation side lap, and not less than 4 inches 
end lap, generally with 6 inches end lap. (32.) 

29. All valleys or junctions shall have flashing 
extending at least 12 inches under the corrugated 
iron, or 12 inches above line where water will 
stand. 

30. All ridges shall have roll cap securely 
fastened over the corrugated iron. 

31. Corrugated iron shall preferably be secured 
to the purlin by galvanized straps of not less than 
five eighths of an inch wide by No. 18 gauge; 
these shall pass completely around the purlin 
and have each end riveted to the sheet. There 


Timber. 


Covering. 


Valleys. 


Ridges. 


Fastenings. 









148 


APPENDIX. 


shall be at least two fastenings on each purlin for 
each sheet. 

32. The side laps shall be riveted with six- 
pound rivets not more than six inches apart. (28.} 
Finish Angie. 33. At the gable ends the corrugated iron shall 
be securely fastened down on the roof, to a finish 
angle or channel, connected to the end of the roof 
purlins. 

DETAILS OF CONSTRUCTION. 

Tension Mem- 37. All tension members shall preferably be- 

bers. 

composed of angles or shapes with the object of 
stiffness. 

38. All joints shall have full splices and not 
rely on gussets. (65.) 

39. All main members shall preferably be 
made of two angles, back to back, two angles and 
one plate, or four angles laced. (67.) 

40. Secondary members shall preferably be 
made of symmetrical sections. 

41. Long laterals or sway rods may be made 
of bar, with sleeve-nut adjustment, to facilitate 
erection. 

42. Members having such a length as to cause 
them to sag shall be held up by sag-ties of angles, 
properly spaced. 

Compression 43. Rafters shall preferably be made of two 

Members. 

angles, two angles and one plate, or of such form 
as to allow of easy connection for web mem¬ 
bers. (65.) 

44. All other compression members, except 


APPENDIX. 


149 


substruts, shall be composed of sections symmet¬ 
rically disposed. (65.) 

45. Substruts shall preferably be made of 
symmetrical sections. 

46. The trusses shall be spaced, if possible, at Purlins, 
such distances apart as to allow of single pieces 

of shaped iron being used for purlins, trussed pur¬ 
lins being avoided, if possible. Purlins shall pref¬ 
erably be composed of single angles, with the long 
leg vertical and the back toward the peak of the 
roof. 

47. Purlins shall be attached to the rafters or 
columns by clips, with at least two rivets in rafter 
and two holes for each end of each purlin. 

48. Roof purlins shall be spaced at distances 
apart not to exceed the span given under the 
head of Corrugated Iron. (27.) 

49. Purlins extending in one piece over two 
or more panels, laid to break joint and riveted 
at ends, may be figured as continuous. 

50. Timber purlins, if used, shall be attached 
in the same manner as iron purlins. 

51. Sway-bracing shall be introduced at such sway-brac- 
points as is necessary to insure ease of erec¬ 
tion and sufficient transverse and longitudinal 
strength. (41.) 

52. All such strains shall preferably be car¬ 
ried to the foundation direct, but may be ac¬ 
counted for by bending in the columns. (62.) 

53. Bed-plates shall never be less than one- Bed-piates. 
half inch in thickness, and shall be of sufficient 


APPENDIX . 


150 

thickness and size so that the pressure on 
masonry will not exceed 300 pounds per square 
inch. Trusses over 75 feet span on walls or 
masonry shall have expansion rollers if neces- 
sary. (54.) 

Anchor-boits. 54. Each bearing-plate shall be provided with 
two anchor-bolts of not less than three fourths of 
an inch in diameter, either built into the masonry 
or extending far enough into the masonry to make 
them effective. (53.) 

punching. 55. The diameter of the punch shall not 
exceed the diameter of the rivet, nor the 
diameter of the die exceed the diameter of 
the punch by more than one sixteenth of an 
inch. (56.) 

Punching and 56. All rivet-holes in steel may be punched, 

Reaming. 1 

and in case holes do not match in assembled 
members they shall be reamed out with power 
reamers. (71.) 

Effective 57. The effective diameter of the driven rivet 

Diameter of 

Rivets, shall be assumed the same as before driving, and, 
in making deductions for rivet-holes in tension 
members, the hole will be assumed one eighth 
of an inch larger than the undriven rivet. (13, 

170 

Pitch of 58. The pitch of rivets shall not exceed twenty 

Rivets. 

times the thickness of the plate in the line of 
strain, nor forty times the thickness at right 
angles to the line of strain. It shall never be 
less than three diameters of the rivet. At the 
ends of compression members it shall not exceed 


APPENDIX K 




four diameters of the rivet for a length equal to 
the width of the members. 

59. No compression member shall have a Length Q f 

Compression 

length exceeding fifty times its least width, unless Members - 
its unit strain is reduced accordingly. (14.) 

60. Laced compression members shall be Tie-piates. 
staved at the ends by batten-plates having a 
length not less than the depth of the member. 

61. The sizes of lacing-bars shall not be less Lacin bars, 
than that given in the following table, when the 
distance between the gauge-lines is 


6 " 

8 " 


10 
12 
16 
20 


n 

// 

rr 

n 



or 

less than 

8". 

t!" 

xi" 

4 4 

4 4 

4 4 

10". 

. . . . l 4 " 

xf 






4 4 

4 4 

4 4 

12". 

. . . . if" 

V 5 fr 






4 4 

4 4 

4 4 ' 

16". 

.... 2" 

xi" 

4 4 

4 4 

4 4 

20". 

. . . . 2-f" 

v 1 " 
at® 






4 4 

4 4 

4 4 

24". 

?1" 

. . . . 2 2 

xi" 


“ above of angles. (62.) 


They shall generally be inclined at 45 degrees 
to the axis of the member, but shall not be 
spaced so as to reduce the strength of the mem¬ 
ber as a whole. 

62. Where laced members are subjected to Bending, 
bending, the size of lacing-bars or -angles shall 

be calculated or a solid web-plate used. (13, 14, 

61.) 

63. All rods having screw ends shall be upset Upset Rods, 
to standard size, or have due allowance made. 

64. No metal of less thickness than 1 inch shall Variation in 

Weight. 

be used, except as fillers, and no angles of less 








i 5 2 


APPENDIX. 


than 2-inch leg. A variation of 3 per cent, shall 
be allowable in the weight or cross-section of 
material. 

WORKMANSHIP. 


Finished Sur- 6q. All workmanship shall be first class in 

faces. J 

every particular. All abutting surfaces of com¬ 
pression members, except where the joints are 
fully spliced, must be planed to even bearing, so 
as to give close contact throughout. (38.) 

66. All planed or turned surfaces left exposed 
must be protected by white lead and tallow. 

Rivets. 67. Rivet-holes for splices must be so accu¬ 
rately spaced that the holes will come exactly 
opposite when the members are brought into 
position for driving-rivets, or else reamed out. 


Drilling. 


Reaming. 


Drawings and 
Specifica¬ 
tions. 


(38, 70, 71.) 

68. Rivets must completely fill the holes and 
have full heads concentric with the rivet-holes. 
They shall have full contact with the surface, 
or be countersunk when so required, and shall 
be machine driven when possible. Rivets must 
not be used in direct tension. 

69. Built members when finished must be free 
from twists, open joints, or other defects. (65.) 

70. Drift-pins must only be used for bringing 
the pieces together, and they must not be driven 
so hard as to distort the metal. (71.) 

71. When holes need enlarging, it must be 
done by reaming and not by drifting. (70.) 

72. The decision of the engineer or architect 
shall control as to the interpretation of the draw- 


APPENDIX. 


J 53 


ings and specifications during the progress of the 
work. But this shall not deprive the contractor 
of right of redress after work is completed, if the 
decision shall be proven wrong, (i.) 


STEEL COLUMN UNIT STRAINS. □□ 12500-500-^-. 

r 


l + r . 

□ □ 

l + r. 

□□ 

/-hr. 

□□ 

l - hr . 

□□ 

3.0 

11000 

7.6 

8700 

12.2 

6400 

16.8 

4100 

. 2 

10900 

.8 

8600 

•4 

6300 

17.O 

4000 

•4 

10800 

8.0 

8500 

.6 

6200 

.2 

3900 

.6 

10700 

. 2 

8400 

.8 

6100 

•4 

3800 

.8 

10600 

• 4 

8300 

13.0 

6000 

.6 

3700 

4.0 

10500 

.6 

8200 

. 2 

5900 

.8 

3600 

. 2 

10400 

.8 

8100 

•4 

5800 

18.0 

3500 

•4 

10300 

9.0 

8000 

.6 

5700 

. 2 

3400 

.6 

10200 

.2 

7900 

.8 

5600 

•4 

3300 

.8 

1010 ) 

•4 

7800 

14.0 

55 oo 

.6 

3200 

5-0 

10000 

.6 

7700 

. 2 

5400 

.8 

3100 

. 2 

9900 

.8 

7600 

•4 

53 oo 

19.0 

3000 

•4 

9800 

10.0 

7500 

.6 

5200 

.2 

2900 

.6 

9700 

.2 

7400 

.8 

5100 

•4 

2800 

.8 

9600 

•4 

7300 

15.0 

5000 

.6 

2700 

6.0 

9500 

.6 

7200 

.2 

4900 

.8 

2600 

.2 

9400 

.8 

7100 

• 4 

4800 

20.0 

2500 

•4 

9300 

11.0 

7000 

.6 

4700 

.2 

2400 

.6 

9200 

. 2 

6900 

.8 

4600 

•4 

2300 

.8 

9100 

•4 

6800 

16.0 

4500 

.6 

2200 

7.0 

9000 

.6 

6700 

.2 

4400 

.8 

2100 

.2 

8900 

.8 

66 o) 

•4 

4300 



•4 

8800 

12.0 

6530 

.6 

4200 




SHEARING AND BEARING VALUE OF RIVETS. 


Diameter 
of Rivet 
in Inches. 

Area of 
Rivet. 

Single 
Shear at 
10000 
Lbs. per 
Sq. In. 

Bearing Value of Different Thicknesses of Plate at 
20000 Lbs. per Sq. In. ( = Diam. of Rivet X Thickness 
of Plate X 20000 Lbs.). 

Frac¬ 

tion. 

Deci¬ 

mal. 

i " 

5 n 

16 

i" 

7 n 

16 


9 ft 

16 

f" 

lift 

16 

r 

5 " 

IX" 

3r 

•t 

it" 

•5 

.5625 

.625 

.6875 

• 75 
8125 

875 

• 9375 

.1963 

2485 

.3068 

•3712 

.4418 

•5185 

.6013 

.6903 

i960 

2480 

3070 

3710 

4420 

5180 

6010 

69OO 

2500 

2810 

3130 

3440 

3750 

4070 

4380 

4690 

313 

3520 

3910 

4290 

4690 

5080 

5470 

5850 

375 

4210 

4690 

5160 

5630 

6090 

6570 

7030 

4920 

5470 

6010 

6560 

7110 
7660 
8200 

6880 

7500 

8120 

8750 

9370 

8440 

9150 

9840 

10550 

10160 
10940 
11720 

12890 



























































PLATE 1 . 





% bolt 1GJ4 long 


^ 10 c.-c. 


- -> 10 c.-c. 




// // / // 
6x6x40 


BILL OF MATERIAL FOR ONE TRUSS. 


WOOD 

BOLTS 

Piece 

No. 

Size 

Lcng-t h 

Ft.B.M 

Wt.Lbs. 


Wt.Lbs. 

Top Chord 

U It 

1st Brace 

2nd “ 

Bottom Chord 
Corbels 

Splice 

Top Ties 

0 

0 

0 

0 

0 

1 

1 

1 

G'x 8" 

6x0 

a'' n r> 

4x0 
g'x G" 
6"x 8" 
o'x 6" 
4 x 8" 
2 x S" 

26' 

12' 

12' 

14 ' 

32' 

10' 

10' 

4' 

208 

72 

48 

90 

25G 

30 

27 

5 

742 

2783.0 

2-^4 bolts 2434 lg.Dnuts 

2 1034" 

0 12J4" 

4 10J4" 

// !• 

Ci-% lags 0 long 

e .9 

5.0 

12.0 

7.0 

3.4 

PL. WASHERS 

1-%"PI. G'x «" 

14s"P 1. Gx 6" 

10.2 

7.G 

CAST IRON 

STEEL RODS 

10 washers 3J4 "diam. 

2 “ m” “ 

2 “ 3%" “ 

2L “ 3>4" “ 

2L “ 3 %" “ 

2 Angle blocks 

8.0 

0.5 

2.5 

1.5 

3.5 

84.0 

1st Vertical 
2nd 

3d 

Nuts for pi'rods 
“ “ “ 

“ “ m" “ 

0 

0 

1 

4 

4 

0 

Vi'o 

%"o 

iJ 4 "o 

t'o" 

14 V' 
2 l' 9 " 


23.3 

58.9 

90.7 

0.9 

1.4 

1.9 


10 c.-c. 


o W 


CO P 


% bolts 12J4 long 


"T“~i 


^ 6x 


8 x U P 


WEIGHT OF ONE TRUSS 


Wood 742'B.M. 

2783.0 lbs. 

Steel rods 

177.1 

Bolts and lag screws 

34.3 

Plate washers 

17.8 

Cast iron 

100.0 

Total 

3112.2 lbs. 


COMPLETE DESIGN 

FOR A 

WOODEN ROOF TRUSS 


STRESSES 


Piece 

Vortical 

Load 

Wind 
from L 

Wind 
from A 

Maximum 

Stresses 

*-0 1-1 1 

+27200 

+7:300 

+5000 

+34500 

U, U, 

+21700 

+5800 

+5000 

+27500 

Uo u 3 

+1G300 

+ 4400 

+5G00 

4-20700 

L» L, 

—22600 

—8700 

—2000 

—31300 

L t L 3 

—22000 

—8700 

—2000 

—31300 

L 2 l 3 

—18100 

—5000 

—2000 

1 

O 

O 

u, L 1 

0 

0 

0 

0 

Uo L„ 

— 3000 

—2000 

0 

— 5000 

u 3 l 3 

—12000 

—4100 

—4100 

—10100 

Ui L„ 

+ 5400 

+3700 

0 

+ 9100 

u 2 l 8 

+ 7000 

+ 5100 

0 

+12700 


// n n 

'6x6xJ4 PI. 

94 bolt 12J4 long 




















































































































































































































. 























PLATE II 


Trusses lO'c.-c 
Span GO'c.-c. 
Pitch 14 


,'<£- O 

-1- 

J All webs etc. 

*p Lug 1J4 high, 1J4 diam. •jThole 



16-washers for bolts 

8.0 

2-Li 

20.0 

2-Lo 

3G.0 

2-U 2 

45.0 

2 castings L 0 

84.0 

1 casting U 3 

196.0 

1-washer for sag tie 

0.5 


Wood 720 Ft. B.M. 2700 lbs. 
Rods 356 1 

Bolts 20 ' 

Cast Iron 395 “ 

3471 lbs. 



'AmVWV 



f° 



L M 


'AX 

o \\ 

j° 



\\ Ma!:e rod flush y 


\V with surface of < 


chord 



--12-- ^ -12——> 

in 

i i nt 

^-V's£ ' 

/ «> ,y 4 $ 

1 - ^r-\ 






Upset 1M--. \\ 
J J- 


COMPLETE DESIGN 

FOR A 

WOODEN ROOF TRUSS 






























































































































































































































































PLATE III. 



All rivets % 


Stay rivets shall not he spaced 
more than 3' c-c and shall be 
used in all members composed 
of angles. 


— 16300 ■ 


3x214 X 14 


11300 


splice PI. 6" wide 21 long 
- 10 'o-- 


10 0 


Top view of shoe plate 
showing anchor holts 
in slotted holes- 


NOTE:- This dmawing should be so complete 
that a close estimate of the materials 
required can be easily determined. 

Details drawn to scale and all 
general dimensions given, as weU as 
all rivets and their relative positions. 


-10 0 

Bed PI. 12"x 12"x J4" 

Anchor Bolts 1 Diam. 15"long. 
Anchor PI. 6"x 10".x 


Span 60' Rise 20' 
c-c of trusses 12' 


(jy-2-3'-x- 2!4- x-M-y Y 


GENERAL DESIGN 

FOR A 

STEEL ROOF TRUSS 


















































































































INDEX. 


PAGET 

Angle-blocks.63, 64 

Bearing, across fibers of steel. 30 

across fibers of wood. 30 

across the grain of wood, safe values. 31 

against end fibers of wood. 26- 

on walls.67, 90 

safe, for wood. 28 

safe, for steel. 29 

table, for steel.. 29 

Bolsters, use of. 53 , 67 

Bolts, anchor. 91 

ordinary. 41 

shearing values of. 35 ^ 30 

Camber. 82 

Center of gravity, finding of. 8 

Columns, metal. 25 

strength of steel. 27 

strength of wooden. 24 

wooden. 22 

Corbel, use of.53, 67 

Covering for roofs. 38 

Dimension, least, defined for struts. 22 

Drawings. 81, 91 

shop. 91 

Equilibrium, conditions of. 1 

forces to produce. 2 

internal. 18 

of forces in plane.:. 1 

polygon, application of, in finding reactions.5, 7, 14-17 

polygon, application of, in finding center of gravity. 8 

polygon, application of, in finding moments. 9 ' 

polygon, application of, in multiplication. 11 

Expansion of trusses. 90 

Forces, direction of. 20 

inside, treated as outside. 20 

moments of parallel. 9 

more than two unknowns at a point. 20 

parallel.7, 9 

155 









































INDEX. 


i 46 

PAGE 

Forestry, division of. 22 

Frame, lines. 91 

Gusset-plates.84, 90 

Gyration, least radius of. 25 

Iron, wrought, in tension. 35 

Johnson, A. L. 22 

Joints, designs in wood. 52-83 

designs in steel. 88-90 

Local conditions, effect upon design. 42 

Loads, computation of, for truss. 46 

due to wind. 16 

inclined. 16 

vertical. 14 

Metal columns. 25 

struts. 25 

Multiplication, graphical. 11 

Pins, bending strength of metal .:. 35 

safe strength in bending. 36 

shearing values. 36 

Pipe in angle blocks. 78 

Pitch, defined for roof-trusses. 39 

ordinary, used in practice. 40 

Pole, defined. 5 

distance. 11 

Polygon, equilibrium. 3 

force. 1 

to pass through three points. 12 

Purlins, attachment of. 80-83 

defined. 38 

design of. 44 

Rafters, defined. 38 

design of. 44 

Reactions, application of equilibrium polygon in finding. 5 

due to inclined loads. 16 

inclined.7-16 

roof-truss, vertical loads. 15 

roof-truss, inclined loads. 16 

vertical. 15 

vertical, produced by vertical loads on beam. 14 

Resultant, defined. 3 

Rivets, bearing values. 29 

diameter of. 42 

field. 89, 90 

shearing values. 35, 36 

tie... 87 

Rods, round. 41 

unset. 41 

Rollers, expansion. 91 


















































INDEX. 


1 57 


PARS 


Roof covering. 38 

pitch of. 39 

Roof-truss, complete design in steel. 84 


Allowable stresses, 84; data, 84; design of compression mem¬ 
bers, 84-86; design of tension members, 87, 88 ; design of end sup¬ 
port, 90; design of joints, 88 , 90; design of splices, 90. 

Roof-truss, complete design in wood. 

Allowable stresses, 43; data, 43; Joint L 0 ; cast-iron angle-block, 
64; f-inch bolts, 52; bolts and flat plates, 57; plank members, 66 ; 
plate stirrup and pin, 63; special design, 64; steel angle-blocks, 63; 
steel stirrup and pin, 61; steel stirrup, 60; wood without bolts, 60; 
Joint L 2 , 72, 73; Joint U i, 70, 71; Joint U 2 , 68,69; Joint U*, 81; loads 
at apexes, 46; purlins, 80-83; purlins, design of, 44; rafters, design 
of, 44; sizes of compression members of wood, 48; sizes of tension 
members of wood, 51; splices, 74-79; stresses in members, 47; wall 


bearing, design of, 67. 

Roof-trusses, function of. 38 

loads on. 49 

span of. 38 

steel design of. 84 

transmission of loads to. 49 

wind loads for. 39 

Roof, wooden, design of. 41 

Safety, factor of. 25 

Shear, longitudinal, values for wood. 30,32 

longitudinal, values for steel. 31 

transverse, values for wood. 35 , 36 

transverse, values for steel. 35 

Shapes, steel. 41 

Sleeve-nuts. 41 

Splices in wood, design of.74-79 

in steel, design of. 99 

Strength of materials in bearing. 24 

of steel in compression. 25-27 

of steel in shear. 31 

transverse. 34 

tension. 35 

of wood in bearing. 26-39 

of wood in compression. 22, 23 

of wood in shear, horizontal. 39 

of wood in shear, transverse. 37 

of wood, transverse. 32 

of wood in tension. 37 

Supports at ends of steel trusses. 99 

Square, term defined. 38 

String, term defined. 5 

Steel, design of compression members. 84-86 

longitudinal shear of. 31 





































15 s 


INDEX . 


PAGE 

Steel, shapes. 41 

splices, design of. 90 

tension members of. 35, 52, 87, 88 

transverse shear of. 35 

Stresses, determination of. 47 

in framework. 18 

safe, in outer fibers of steel beams. 31 

safe, in outer fibers of wooden beams. 33 

safe, for steel struts or columns. 26 

safe, for wooden struts or columns. 24 

shearing. 31, 35 

Timber, sizes of. 40 

Tumbuckles. 41 

TJpset ends on rods. 41 

Walls, bearing on. 67 

Wind, assumed action of. 16 

effect of. 39 

Wood, columns or struts of. 22, 24, 48 

end bearing of. 26 

longitudinal shear of. 30 

moisture, contents of. 23 

moisture, classification. 23 

shear, across the grain. 35 

struts of. 22 

tension members of. 35, 36, 51 

transverse strength of. 32 

ultimate strength of. 22 


TABLES. 


Areas to be deducted for rivet-holes in tension members, Table IV. 101 

Hearing across fibers of wood. 30 

end for wood. 2S 

values for bolts. 29 

pins. 29 

rivets. 29 

Columns, strength of wooden. 24 

steel. 26 

Dimensions of bolt-heads, Table VI. 103 

of timber. 121 

of upset screw ends. 104 

of right and left nuts. 105 

of washers. 124 

Least radii of gyration. Table XIII. 118 

Lumber, commercial sizes. Table XV. 121 

relative cost of. Table XV. 121 

Pitch of roofs. 40 














































INDEX . 


1 59 


Properties of steel angles, equal legs, Table XI 

of steel angles, unequal legs, Table XII. 

of steel channels, Table X. 

of steel I beams, Table IX. 

of steel T bars, Table XIV. 

Right and left nuts, Table YHI.’ ' 

Safety factors. 

Shear, longitudinal, for wood. 

transverse, for pins. 

transverse, for rivets. 

transverse, for wood. 

Sizes of rivets in beams, channels, etc., Table III . . 

of yellow pine lumber, Table XV. 

Spacing of rivet- and bolt-holes, standard, Table II I 

Strength of timber, Table XVI. 

Transverse strength of timber, Table XVI 

Ppset screw ends, Table VII. 

Washers, cast-iron, sizes and weights, Table XVII 

Weights of bolt-heads, Table VI. 

of brick and stone, Table I. 

of corrugated iron, Table II. 

of glass, Table II. 

of masonry, Table I. 

of metals. Table I. 

miscellaneous, Table II. 

of rivets, Table V. 

of shingles. Table II. 

of slate. Table II. 

of terra cotta, Table II. 

of tiles, Table II. 

of tin, Table II. 

of washers, cast-ircn, Table XVII.. 

of wood, Table I. 


PAG 15 
... 110 
. .. 112 
... 108 
... 106 
. .. 119 
... 105 
.. . 25 

. . . 32 

. .. 36 

... 36 

... 37 

... 100 
... 121 
99 , 100 
... 123 
. . 123 
. . 104 
.. 124 
.. 103 
. . 94 

. . 95 

. . 96 

. . 93 

. . 94 

.. 98 

.. 102 
. . 96 

. . 97 

. . 98 

.. 98 

.. 98 

. . 124 
.. 93 




































SHORT-TITLE CATALOGUE 

OF THE 

PUBLICATIONS 

OF 

JOHN WILEY & SONS, 

New York. 

London: CHAPMAN & HALL, Limited. 

ARRANGED UNDER SUBJECTS. 


Descriptive circulars sent on application. Books marked with an asterisk (*) are sold 
at net ^prices only, a double asterisk (**) books sold under the rules of the American 
Publishers’ Association at net prices subject to an extra charge for postage. All books 
are bound in cloth unless otherwise stated. 


AGRICULTURE. 

Armsby’s Manual of Cattle-feeding.nmo, Si 75 

Principles of Animal Nutrition.8vo, 4 00 

Budd and Hansen’s American Horticultural Manual: 

Parti. Propagation, Culture, and Improvement.nmo, 1 50 

Part II. Systematic Pomology.nmo, 1 50 

Downing’s Fruits and Fruit-trees of America.8vo, 5 00 

Elliott’s Engineering for Land Drainage.nmo, 1 50 

Practical Farm Drainage. nmo, 1 00 

Graves’s Forest Mensuration. . 8vo, 4 00 

Green’s Principles of American Forestry...nmo, x 50 

Grotenfelt’s Principles of Modern Dairy Practice. (Woll.).i2mo, 2 00 

Kemp’s Landscape Gardening.nmo, 2 50 

Maynard’s Landscape Gardening as Applied to Home Decoration.nmo, 1 50 

* McKay and Larsen’s Principles and Practice of Butter-making.8vo ; 1 50 

Sanderson’s Insects Injurious to Staple Crops.i2mo, 1 50 

Insects Injurious to Garden Crops. (In preparation.) 

Insects Injuring Fruits. (In preparation.) 

Stockbridge’s Rocks and Soils.8vo, 2 50 

Winton’s Microscopy of Vegetable Foods..8vo, 7 50 

Woll’s Handbook for Farmers and Dairymen.i6mo, 1 50 

ARCHITECTURE. 

Baldwin’s Steam Heating for Buildings.i2mo, 2 50 

Bashore’s Sanitation of a Country House.nmo, 1 00 

Berg’s Buildings and Structures of American Railroads.4to, 5 00 

Birkmire’s Planning and Construction of American Theatres.8vo, 3 00 

Architectural Iron and Steel.8vo, 3 50 

Compound Riveted Girders as Applied in Buildings.8vo, 2 00 

Planning and Construction of High Office Buildings.8vo, 3 50 

Skeleton Construction in Buildings.8vo, 3 00 

Brigg’s Modern American School Buildings.8vo, 4 00 

1 































Carpenter’s Heating and Ventilating of Buildings.8vo, 4 00 

Freitag’s Architectural Engineering.8vo, 3 50 

Fireproofing of Steel Buildings.8vo, 2 50 

French and Ives’s Stereotomy.8vo, 2 50 

Gerhard’s Guide to Sanitary House-inspection.i6mo, 1 00 

Theatre Fires and Panics.i2mo, 1 50 

♦Greene’s Structural Mechanics.8vo, 2 50 

Holly’s Carpenters’ and Joiners’ Handbook.i8mo, 75 

Johnson’s Statics by Algebraic and Graphic Methods.8vo, 2 00 

Kidder’s Architects’and Builders’Pocket-book. Rewritten Edition. i6mo,mor., 5 00 

Merrill’s Stones for Building and Decoration.8vo, 5 00 

Non-metallic Minerals: Their Occurrence and Uses.8vo, 400 

Monckton’s Stair-building.4*0, 4 00 

Patton’s Practical Treatise on Foundations.8vo, 5 00 

Peabody’s Naval Architecture. 8vo, 7 50 

Pice’s Concrete-block Manufacture...8vo, 2 00 

Richey’s Handbook for Superintendents of Construction.i6mo, mor., 4 00 

* Building Mechanics’ Ready Reference Book. Carpenters’ and Wood¬ 
workers’ Edition...i6mo, morocco, 1 50 

Sabin’s Industrial and Artistic Technology of Paints and Varnish.8vo, 3 00 

Siebert and Biggin’s Modern Stone-cutting and Masonry.8vo, 1 50 

Snow’s Principal Species of Wood.8vo, 3 50 

Sondericker’s Graphic Statics with Applications to Trusses, Beams, and Arches. 

8vo, 2 00 

Towne’s Locks and Builders’ Hardware.i8mo, morocco, 3 00 

Wait’s Engineering and Architectural Jurisprudence.8vo, 6 00 

Sheep, 6 50 

Law of Operations Preliminary to Construction in Engineering and Archi¬ 
tecture.8vo, 5 00 

Sheep, 5 50 

Law of Contracts.8vo, 3 00 

Wood’s Rustless Coatings: Corrosion and Electrolysis of Iron and Steel. .8vo, 4 00 

Woicester and Atkinson’s Small Hospitals, Establishment and Maintenance, 
Suggestions for Hospital Architecture, with Plans for a Small Hospital. 

i2mo, 1 25 

The World’s Columbian Exposition of 1893.Large 4to, 1 00 

ARMY AND NAVY. 

Bernadou’s Smokeless Powder, Nitro-cellulose, and the Theory of the Cellulose 

Molecule.i2mo, 2 50 

* Bruff’s Text-book Ordnance and Gunnery.8vo, 6 00 

Chase’s Screw Propellers and Marine Propulsion.8vo, 3 00 

Cloke’s Gunner’s Examiner.8vo, 1 50 

Craig’s Azimuth. 4 t 0 , 3 5Q 

Crehore and Squier’s Polarizing Photo-chronograph.8vo, 3 00 

* Davis’s Elements of Law.8vo, 2 50 

* Treatise on the Military Law of United States.8vo, 7 00 

Sheep, 7 50 

De Brack’s Cavalry Outposts Duties. (Carr.).24mo, morocco, 2 00 

Dietz’s Soldier’s First Aid Handbook.i6mo, morocco, 1 25 

* Dredge’s Modern French Artillery.4to, half morocco, 15 00 

Durand’s Resistance and Propulsion of Ships.8vo, 5 00 

* Dyer’s Handbook of Light Artillery.i2mo, 3 00 

Eissler’s Modern High Explosives.8vo, 4 00 

* Fiebeger’s Text-book on Field Fortification.Small 8vo, 2 00 

Hamilton’s The Gunner’s Catechism.i8mo, 1 00 

* Hoff’s Elementary Naval Tactics.8vo, 1 50 


2 












































Ingalls’s Handbook of Problems in Direct Fire.8vo 4 00 

* Ballistic Tables.. 7 . 1 8vo! 1 50 

* Lyons’s Treatise on Electromagnetic Phenomena. Vols. I. and II. .8vo, each, 6 00 

* Mahan’s Permanent Fortifications. (Mercur.).8vo, half morocco,’ 7 50 

Manual for Courts-martial.i6mo, morocco, 1 50 

* Mercur’s Attack of Fortified Places.i2mo, 2 00 

Elements of the Art of War.g vo ’ 4 QO 

Metcalf’s Cost of Manufactures—And the Administration of Workshops. .8vo, 5 00 

Ordnance and Gunnery. 2 vols.i2mo, 5 00 

Murray’s Infantry Drill Regulations.i8mo, paper’, 10 

Nixon’s Adjutants’ Manual.’.24010,’ 1 00 

Peabody’s Naval Architecture.g v0 ’ 7 so 

* Phelps’s Practical Marine Surveying. 8vo, 2 50 

Powell’s Army Officer’s Examiner.i2mo, 4 00 

Sharpe s Art of Subsisting Armies in War.i8mo, morocco, 1 50 

* Tupes and Poole s Manual of Bayonet Exercises and Musketry Fencing. 

24010, leather, 50 

* Walke’s Lectures on Explosives.8vo, 4 00 

Weaver’s Military Explosives. 8vo, 3 00 

* Wheeler’s Siege Operations and Military Mining.8vo, 2 00 

Winthrop’s Abridgment of Military Law. .. i2mo, 2 50 

Woodhull’s Notes on Military Hygiene.i6mo, 1 50 

Yo"ng’<! Simple Elements of Navigation.i6mo, morocco, 2 00 

ASSAYING. 

Fletcher’s Practical Instructions in Quantitative Assaying with the Blowpipe. 

i2mo, morocco, 1 50 

Furman’s Manual of Practical Assaying.8vo, 3 00 

Lodge’s Notes on Assaying and Metallurgical Laboratory Experiments. . . .8vo, 3 00 

Low’s Technical Methods of Ore Analysis.8vo, 3 00 

Miller’s Manual of Assaying.i2mo, 1 00 

Cyanide Process.nmo, 1 00 

Minet’s Production of Aluminum and its Industrial Use. (Waldo.).nmo, 2 50 

O’Driscoll’s Notes on the Treatment of Gold Ores.8vo, 2 00 

Ricketts and Miller’s Notes on Assaying. 8vo, 3 co 

Robine and Lenglen’s Cyanide Industry. (Le Clerc.).8vo, 4 00 

Like’s Modern Electrolytic Copper Refining. ..8vo, 3 00 

Wilson’s Cyanide Processes.nmo, 1 50 

Chlorination Process.nmo, 1 50 

ASTRONOMY. 

Comstock’s Field Astronomy for Engineers.8vo, 2 50 

Craig’s Azimuth. 4 to, 3 50 

Doolittle’s Treatise on Practical Astronomy.8vo, 4 00 

Gore’s Elements of Geodesy. ..8vo, 2 50 

Hayford’s Text-book of Geodetic Astronomy. 8vo, 3 00 

Merriman’s Elements of Precise Surveying and Geodesy.8vo, 2 50 

* Michie and Harlow’s Practical Astronomy.8vo, 3 00 

* White’s Elements of Theoretical and Descriptive Astronomy.nmo, 2 00 

BOTANY. 

Davenport’s Statistical Methods, with Special Reference to Biological Variation. 

i6mo, morocco, 1 25 

Thom* 1 and Bennett’s Structural and Physiological Botany.i6mo, 2 25 

Westermaier’s Compendium of General Botany. (Schneider.). ..8vo, 2 00 

3 










































CHEMISTRY. 


Adriance’s Laboratory Calculations and Specific Gravity Tables.i2mo, i 25 

Alexeyeff’s General Principles of Organic Synthesis. (Matthews.).8vo, 3 00 

Allen’s Tables for Iron Analysis. 8v0 » 3 00 

Arnold’s Compendium of Chemistry. (Mandel.).Small 8vo, 350 

Austen’s Notes for Chemical Students. I2mo > 1 50 


Bernadou’s Smokeless Powder.—Nitro-cellulose, and Theory of the Cellulose 


Molecule.. 2 50 

* Browning’s Introduction to the Rarer Elements.8vo, 1 50 

Brush and Penfield’s Manual of Determinative Mineralogy.8vo, 4 00 

Claassen’s Beet-sugar Manufacture. (Hall and Rolfe.).8vo, 3 00 

Classen’s Quantitative Chemical Analysis by Electrolysis. (Boltwood.). .8vo, 3 co 

Cohn’s Indicators and Test-papers.i2mo, 2 00 

Tests and Reagents. 8vo > 3 00 

Crafts’s Short Course in Qualitative Chemical Analysis. (Schaeffer.). . .i2mo, 1 50 
Dolezalek’s Theory of the Lead Accumulator (Storage Battery). (Von 

Ende.). I2mo » 2 50 

Drechsel’s Chemical Reactions. (Merrill.).i2mo, 1 25 

Duhem’s Thermodynamics and Chemistry. (Burgess.).8vo, 400 

Eissler’s Modern High Explosives. 8v0 » 4 00 

Efiront’s Enzymes and their Applications. (Prescott.).8vo, 300 

Erdmann’s Introduction to Chemical Preparations. (Dunlap.).i2mo, 1 25 

Fletcher’s Practical Instructions in Quantitative Assaying with the Blowpipe. 

i2mo, morocco, 1 50 

Fowler’s Sewage Works Analyses.i2mo, 2 00 

Fresenius’s Manual of Qualitative Chemical Analysis. (Wells.).8vo, 5 00 

Manual of Qualitative Chemical Analysis. Part I. Descriptive. (Wells.) 8 vo, 3 00 

System of Instruction in Quantitative Chemical Analysis. (Cohn.) 

2 vols.8vo, 12 50 

Fuertes’s Water and Public Health.i2mo, 1 50 

Furman’s Manual of Practical Assaying. 8 vo, 3 00 

* Getman’s Exercises in Physical Chemistry.i2mo, 2 00 

Gill’s Gas and Fuel Analysis for Engineers.i2mo, 1 25 

Grotenfelt’s Principles of Modern Dairy Practice. (Woll.).i2mo, 200 

Groth’s Introduction to Chemical Crystallography (Marshall).i2mo, 1 25 

Hammarsten’s Text-book of Physiological Chemistry. (Mandel.).8vo, 4 00 

Helm’s Principles of Mathematical Chemistry. (Morgan.).i2mo, 150 

Hering’s Ready Reference Tables (Conversion Factors).i6mo, morocco, 2 50 

Hind’s Inorganic Chemistry.8vo, 3 

* Laboratory Manual for Students.i2mo, 1 00 

Holleman’s Text-book of Inorganic Chemistry. (Cooper.).8vo, 250 

Text-book of Organic Chemistry. (Walker and Mott.).8vo, 250 

* Laboratory Manual of Organic Chemistry. (Walker.).i2mo, 1 00 

Hopkins’s Oil-chemists’Handbook.8vo, 3 00 

Jackson’s Directions for Laboratory Work in Physiological Chemistry. 8vo, 1 25 

Keep’s Cast Iron.8vo, 250 

Ladd’s Manual of Quantitative Chemical Analysis.i2mo, 1 00 

Landauer’s Spectrum Analysis. (Tingle.).8vo, 3 00 

* Langworthy and Austen. The Occurrence of Aluminium in Vegetable 

Products, Animal Products, and Natural Waters.8vo, 2 00 

Lassar-Cohn’s Practical Urinary Analysis. (Lorenz.).i2mo, 1 00 

Application of Some General Reactions to Investigations in Organic 

Chemistry. (Tingle.).i2mo, 1 00 

Leach’s The Inspection and Analysis of Food with Special Reference to State 

Control.8vo, 7 50 

Lob’s Electrochemistry of Organic Compounds. (Lorenz.).8vo, 300 

Lodge’s Notes on Assaying and Metallurgical Laboratory Experiments. .. .8vo, 3 00 

Low’s Technical Method of Ore Analysis.8vo 3 00 

Lunge’s Techno-chemical Analysis. (Cohn.).nmo 1 00 

4 















































* McKay and Larsen’s Principles and Practice of Butter-making.8vo 

Mandel’s Handbook for Bio-chemical Laboratory.i2mo, 

* Martin’s Laboratory Guide to Qualitative Analysis with the Blowpipe. . nmo, 
Mason’s Water-supply. (Considered Principally from a Sanitary Standpoint.) 

3d Edition, Rewritten.8vo, 

Examination of Water. (Chemical and Bacteriological.).i2mo, 

Matthew’s The Textile Fibres.8vo, 

Meyer’s Determination of Radicles in Carbon Compounds. (Tingle.), .nmo, 

Miller’s Manual of Assaying.i2mo, 

Cyanide Process.nmo, 

Minet’s Production of Aluminum and its Industrial Use. (Waldo.). . . .nmo, 

Mixter’s Elementary Text-book of Chemistry.nmo, 

Morgan’s An Outline of the Theory of Solutions and its Results.nmo, 

Elements of Physical Chemistry.*..nmo, 

* Physical Chemistry for Electrical Engineers.nmo, 

Morse’s Calculations used in Cane-sugar Factories.i6mo, morocco, 

Mulliken’s General Method for the Identification of Pure Organic Compounds. 

Vol. I.Large 8vo, 

O’Brine’s Laboratory Guide in Chemical Analysis.8vo, 

O’Driscoll’s Notes on the Treatment of Gold Ores.8vo, 

Ostwald’s Conversations on Chemistry. Part One. (Ramsey.).nmo, 

“ “ “ “ Part Two. (Turnbull.).nmo, 

* Penfield’s Notes on Determinative Mineralogy and Record of Mineral Tests. 

8vo, paper, 

Pictet’s The Alkaloids and their Chemical Constitution. (Biddle.).8vo, 

Pinner’s Introduction to Organic Chemistry. (Austen.).i2mo : 

Poole’s Calorific Power of Fuels.8vo, 

Prescott and Winslow’s Elements of Water Bacteriology, with Special Refer¬ 
ence to Sanitary Water Analysis.nmo, 

* Reisig’s Guide to Piece-dyeing.8vo, 

Richards and Woodman’s Air,Water, and Food from a Sanitary Standpoint. .8vo, 
Ricketts and Russell’s Skeleton Notes upon Inorganic Chemistry. (Part I. 

Non-metallic Elements.).8vo, morocco, 

Ricketts and Miller’s Notes on Assaying.8vo, 

Rideal’s Sewage and the Bacterial Purification of Sewage.8vo, 

Disinfection and the Preservation of Food.8vo, 

Riggs’s Elementary Manual for the Chemical Laboratory.8vo, 

Robine and Lenglen’s Cyanide Industry. (Le Clerc.).8vo, 

Rostoski’s Serum Diagnosis. (Bolduan.).nmo, 

Ruddiman’s Incompatibilities in Prescriptions.8vo, 

* Whys in Pharmacy.nmo, 

Sabin’s Industrial and Artistic Technology of Paints and Varnish.8vo, 

Salkowski’s Physiological and Pathological Chemistry. (Orndorff.).8vo, 

Schimpf’s Text-book of Volumetric Analysis..nmo, 

Essentials of Volumetric Analysis.nmo, 

* Qualitative Chemical Analysis.8vo, 

Smith’s Lecture Notes on Chemistry for Dental Students.8vo, 

Spencer’s Handbook for Chemists of Beet-sugar Houses.i6mo, morocco. 

Handbook for Cane Sugar Manufacturers.i6mo, morocco, 

Stockbridge’s Rocks and Soils.8vo, 

* Tillman’s Elementary Lessons in Heat.8vo, 

* Descriptive General Chemistry.8vo, 

Treadwell’s Qualitative Analysis. (Hall.).8vo, 

Quantitative Analysis. (Hall.).8vo, 

Turneaure and Russell’s Public Water-supplies.8vo, 

Van Deventer’s Physical Chemistry for Beginners. (Boltwood.).i2mo, 

* Walke’s Lectures on Explosives.8vo, 

Ware’s Beet-sugar Manufacture and Refining. . Small 8vo, cloth, 

Washington's Manual of the Chemical Analysis of Rocks.8vo, 

5 


50 

50 

60 

00 

25 

50 

00 

00 

00 

50 

50 

00 

00 


1 50 

1 50 


00 

00 

00 

SO 

00 

50 

00 

50 

00 

25 

00 

GO 

75 

00 

50 

00 

25 

00 

00 

oc 

oa 

00 

50 

50 

25 

25 

50 

00 

oa 

50 

50 

00 

oa 

00 

00 

50 

00 

00 

oa 






















































Wassermann’s Immune Sera: Hsemolysins, Cytotoxins, and Precipitins. (Bol- 

duan.).121110, t oo 

Weaver’s Military Explosives.8vo, 3 00 

Wehrenfennig’s Analysis and Softening of Boiler Feed-Water.8vo, 4 00 

Wells’s Laboratory Guide in Qualitative Chemical Analysis.8vo, 1 50 

Short Course in Inorganic Qualitative Chemical Analysis for Engineering 

Students.nmo, 1 50 

Text-book of Chemical Arithmetic.nmo, 1 25 

Whipple’s Microscopy of Drinking-water.8vo, 3 50 

Wilson’s Cyanide Processes.nmo, 1 50 

Chlorination Process.nmo, 1 50 

Winton’s Microscopy of Vegetable Foods.8vo, 7 50 

Wulling’s Elementary Course in Inorganic, Pharmaceutical, and Medical 

Chemistry.... .nmo, 2 00 

CIVIL ENGINEERING. 

BRIDGES AND ROOFS. HYDRAULICS. MATERIALS OF ENGINEERING. 

RAILWAY ENGINEERING. 

Baker’s Engineers’Surveying Instruments.nmo, 3 00 

Bixby’s Graphical Computing Table.Paper 19+ X24I inches. 25 

** Burr’s Ancient and Modern Engineering and the Isthmian Cana . (Postage, 

27 cents additional.).8vo, 3 50 

Comstock’s Field Astronomy for Engineers.8vo, 2 50 

Davis’s Elevation and Stadia Tables.8vo, 1 00 

Elliott’s Ehgineering for Land Drainage.i2mo, 1 50 

Practical Farm Drainage.nmo, 1 00 

*Fiebeger’s Treatise on Civil Engineering.8vo, 5 00 

Flemer’s Phototopographic Methods and Instruments.8vo, 5 00 

Folwell’s Sewerage. (Designing and Maintenance.).8vo, 3 00 

Freitag’s Architectural Engineering. 2d Edition, Rewritten.8vo, 3 50 

French and Ives’s Stereotomy.8vo, 2 50 

Goodhue's Municipal Improvements.nmo, 1 75 

Goodrich’s Economic Disposal of Towns’ Refuse.8vo, 3 50 

Gore’s Elements of Geodesy. 8vo, 2 50 

Hayford’s Text-book of Geodetic Astronomy.8vo, 3 00 

Hering’s Ready Reference Tables (Conversion Factors').i6mo, morocco, 2 50 

Howe’s Retaining Walls for Earth.i2rco, 1 25 

* Ives’s Adjustments of the Engineer’s Transit and Level..i6mo, Bds. 25 

Ives and Hilts’s Problems in Surveying.i6mo, morocco, 1 50 

Johnson’s (J. B.) Theory and Practice of Surveying.Small 8vo, 4 00 

Johnson’s (L. J.) Statics by Algebraic and Graphic Methods..8vo, 2 00 

Laplace’s Philosophical Essay on Probabilities. (Truscott and Emory.). nmo, 2 00 

Mahan’s Treatise on Civil Engineering. (1873.) (Wood.).8vo, 5 00 

* Descriptive Geometry.8vo, 1 50 

Merriman’s Elements of Precise Surveying and Geodesy.8vo, 2 50 

Merriman and Brooks’s Handbook for Surveyors.i6mo, morocco, 2 00 

Nugent’s Plane Surveying.8vo, 3 50 

Ogden’s Sewer Design.i2mo, 2 00 

Parsons’s Disposal of Municipal Refuse. 8vo, 2 00 

Patton’s Treatise on Civil Engineering.8vo half leather, 7 50 

Reed’s Topographical Drawing and Sketching.4to, 5 00 

Rideal’s Sewage and the Bacterial Purification of Sewage.8vo, 3 50 

Siebert and Biggin’s Modern Stone-cutting and Masonry.8vo, 1 50 

Smith’s Manual of Topographical Drawing. (McMillan. 1 ).8vc, 2 50 

Sondericker’s Graphic Statics, with Applications to Trusses, Beams, and Arches. 

8vo, 2 00 


6 















































Taylor and Thompson’s Treatise on Concrete, Plain and Reinforced.8vo, 5 00 

* Trautwine’s Civil Engineer’s Pocket-book.i6mo, morocco, 5 00 

'/enable’s Garbage Crematories in America.8vo, 2 00 

Wait’s Engineering and Architectural Jurisprudence.8vo, 6 00 

Sheep, 6 50 

Law of Operations Preliminary to Construction in Engineering and Archi¬ 
tecture.Svo, 5 00 

Sheep, 5 50 

Law of Contracts.8vo, 3 on 

Warren’s Stereotomy—Problems in Stone-cutting.8vo, 2 50 

Webb’s Problems in the Use and Adjustment of Engineering Instruments. 

i6mo, morocco, 1 25 

Wilson’s Topographic Surveying.8vo, 3 5a 

BRIDGES AND ROOFS. 

Boiler’s Practical Treatise on the Construction of Iron Highway Bridges. .8vo, 2 00 

* Thames River Bridge.4to, paper, 500 

Burr’s Course on the Stresses in Bridges and Roof Trusses, Arched Ribs, ar.d 

Suspension Bridges.8vo, 3 50 

Burr and Falk’s Influence Lines for Bridge and Roof Computations.8vo, 3 00 

Design and Construction of Metallic Bridges.8vo, 5 00 

Du Bois’s Mechanics of Engineering. Vol. II.Small 4tc, 10 co 

Foster’s Treatise on Wooden Trestle Bridges.4to, 5 00 

Fowler’s Ordinary Foundations.Svo, 3 50 

Greene’s Roof Trusses.8vo, 1 25 

Bridge Trusses. 8vo, 2 50 

Arches in Wood, Iron, and Stone. Svo, 2 50 

Howe’s Treatise on Arches.8vo, 4 00 

Design of Simple Roof-trusses in Wood and Steel.8vo, 2 00 

Symmetrical Masonry Arches...8vo, 2 50 

Johnson, Bryan, and Turneaure’s Theory and Practice in the Designing of 

Modern Framed Structures.Small 4to, ro 00 

Merriman and Jacoby’s Text-book on Roofs and Bridges: 

Part I. Stresses in Simple Trusses.8vo, 2 50 

Part II. Graphic Statics.r.8vo, 2 50 

Part III. Bridge Design.8vo, 2 50 

PartIV. Higher Structures.8vo, 2 50 

Morison’s Memphis Bridge. 4 * 0 * 10 00 

Waddell’s De Pontibus, a Pocket-book for Bridge Engineers. i6mo, morocco, 2 00 

* Specifications for Steel Bridges.i2mo, 50 

Wright’s Designing of Draw-spans. Two parts in one volume.8vo, 350 

HYDRAULICS. 

Barnes’s Ice Formation.8vo, 3 00 

‘ Bazin’s Experiments upon the Contraction of the Liquid Vein Issuing from 

an Orifice. (Trautwine.).8vo, 2 00 

Bovey’s Treatise on Hydraulics. 8 vo, 5 00 

Church’s Mechanics of Engineering. 8vo * 6 00 

Diagrams of Mean Velocity of Water in Open Channels.paper, 1 50 

Hydraulic Motors. 8vo » 2 00 

Coffin’s Graphical Solution of Hydraulic Problems.i6mo, morocco, 2 5c 

Flather’s Dynamometers, and the Measurement of Power. X2mo, 3 00 

Folwell’s Water-supply Engineering. . •.8vo, 4 00 

Frizell’s Water-power.® v0 » 5 00 


7 









































Fuertes’s Water and Public Health., ,i2mo, i 50 

Water-filtration Works.. • • • 12mo, 2 50 

Ganguillet and Kutter’s General Formula for the Uniform Flow of Water in 

Rivers and Other Channels. (Hering and Trautwine.J.8vo, 4 00 

Hazen’s Filtration of Public Water-supply.8vo, 3 00 

Hazlehurst’s Towers and Tanks for Water-works.8vo, 2 50 

Herschel’s 115 Experiments on the Carrying Capacity of Large, Riveted, Metal 

Conduits.8vo, 2 00 

Mason’s Water-supply. (Considered Principally from a Sanitary Standpoint.) 

8vo, 4 00 

Merriman’s Treatise on Hydraulics. 8vo, 5 00 

* Michie’s Elements of Analytical Mechanics.•.8vo, 4 00 

Schuyler’s Reservoirs for Irrigation, Water-power, and Domestic Water- 

supply.. Large 8vo, 5 00 

** Thomas and Watt’s Improvement of Rivers (Post., 44c. additional.) 4to, 6 00 

Turneaure and Russell’s Public Water-supplies.8vo, 5 co 

Wegmann’s Design and Construction of Dams.4to, 5 00 

Water-supply of the City of New York from 1658 to 1895.4to, 10 00 

Williams and Hazen’s Hydraulic Tables.8vo, 1 50 

Wilson’s Irrigation Engineering.Small 8vo, 4 00 

Wolff’s Windmill as a Prime Mover.8vo, 3 00 

Wood’s Turbines.8vo, 2 50 

Elements of Analytical Mechanics.8vo, 3 00 

MATERIALS OF ENGINEERING. 

Baker’s Treatise on Masonry Construction.8vo, 5 00 

Roads and Pavements.8vo, 5 00 

Black’s United States Public Works.Oblong 4to, 5 00 

* Bovey’s Strength of Materials and Theory of Structures.8vo, 7 50 

Burr’s Elasticity and Resistance of the Materials of Engineering.8vo, 7 50 

Byrne’s Highway Construction.8vo, 5 00 

Inspection of the Materials and Workmanship Employed in Construction. 

i6mo, 3 00 

Church’s Mechanics of Engineering.8vo, 6 00 

Du Bois’s Mechanics of Engineering. Vol. I.Small 4to, 7 50 

*Eckel’s Cements, Limes, and Plasters.8vo, 6 00 

Johnson’s Materials of Construction.Large 8vo, 6 00 

Fowler’s Ordinary Foundations.8vo, 3 50 

Graves’s Forest Mensuration.8vo, 4 00 

* Greene’s Structural Mechanics.8vo, 2 50 

Keep’s Cast Iron.8vo, 2 50 

Lanza’s Applied Mechanics.8vo, 7 50 

Marten’s Handbook on Testing Materials. (Henning.) 2 vols.8vo, 7 50 

Maurer’s Technical Mechanics.8vo, 4 00 

Merrill’s Stones for Building and Decoration. 8vo, 5 00 

Merriman’s Mechanics of Materials.8vo, 5 00 

Strength of Materials.i2mo, 1 00 

Metcalf’s Steel. A Manual for Steel-users.i2mo, 2 00 

Patton’s Practical Treatise on Foundations.8vo, 5 00 

Richardson’s Modern Asphalt Pavements.8vo, 3 00 

Richey’s Handbook for Superintendents of Construction.i6mo, mor., 4 00 

* Ries’s Clays: Their Occurrence, Properties, and Uses.8vo, 5 00 

Rockwell’s Roads and Pavements in France.i2mo, 1 25 

Sabin’s Industrial and Artistic Technology of Paints and Varnish.8vo, 3 00 

Smith’s Materials of Machines. i2mo, 1 00 

Snow’s Principal Species of Wood.8vo, 3 50 


8 
















































Spalding’s Hydnaulic Cement..nmo, 2 00 

Text-book on Roads and Pavements.nmo, 2 00 

Taylor and Thompson’s Treatise on Concrete. Plain and Reinforced.8vo, 5 00 

Thurston’s Materials of Engineering. 3 Parts.8vo, 8 00 

Part I. Non-metallic Materials of Engineering and Metallurgy.8vo, 2 00 

Part II Iron and Steel.8vo, 3 50 

Part III. A Treatise on Brasses, Bronzes, and Other Alloys and their 

Constituents.8vo, 2 50 

Thurston’s Text-book of the Materials of Construction.8vo, 5 00 

Tillson’s Street Pavements and Paving Materials.8vo, 4 00 

Waddell’s De Pontibus (A Pocket-book for Bridge Engineers.). . i6mo, mor., 2 00 

Specifications for Steel Bridges.i2mo, 1 25 

Wood’s (De V.) Treatise on the Resistance of Materials, and an Appendix on 

the Preservation of Timber.8vo, 2 00 

Wood’s (De V.) Elements of Analytical Mechanics.8vo, 3 00 

Wood’s (M. P.) Rustless Coatings; Corrosion and Electrolysis of Iron and 

Steel.8vo, 4 00 


RAILWAY ENGINEERING. 


Andrew’s Handbook for Street Railway Engineers.3x5 inches, morocco, 

Berg’s Buildings and Structures of American Railroads.4to, 

Brook’s Handbook of Street Railroad Location.i6mo, morocco, 

Butt’s Civil Engineer’s Field-book.i6mo, morocco, 

Crandall’s Transition Curve.i6mo, morocco, 

Railway and Other Earthwork Tables.8vo, 

Dawson’s “Engineering” and Electric Traction Pocket-book i6mo, more cco, 

Dredge’s History of the Pennsylvania Railroad; (1879).Paper, 

* Drinker’s Tunnelling, Explosive Compounds, and Rock Drills.4to, half mor., 

Fisher’s Table of Cubic Yards ..-.Cardboard, 

Godwin’s Railroad Engineers’ Field-book and Explorers’ Guide. . . i6mo, mor., 

Howard’s Transition Curve Field-book.i6mo, morocco, 

Hudson’s Tables for Calculating the Cubic Contents of Excavations and Em¬ 
bankments.^vo, 

Molitor and Beard’s Manual for Resident Engineers. .i6mo, 

Nagle's Field Manual for Railroad Engineers.i6mo, morocco, 

Philbrick's Field Manual for Engineers.i6mo, morocco, 

Searles’s Field Engineering.i6mo, morocco, 

Railroad Spiral.i6mo, morocco, 

Taylor's Prismoidal Formulae and Earthwork. 8vo, 


* Trautwine's Method ot Calculating the Cube Contents of Excavations and 

Embankments by the Aid of Diagrams.8vo, 

The Field Practice of Laying Out Circular Curves for Railroads. 

nmo, morocco, 


Cross-section Sheet.Paper, 

Webb's Railroad Construction.i6mo, morocco, 

Economics of Railroad Construction..Large nmo, 


Wellington’s Economic Theory ot the Location of Railways.Small 8vo. 


1 25 
5 00 

1 50 

2 5c 
1 50 

1 50 
5 00 
5 00 

25 00 
25 

2 50 
1 50 

1 00 
1 00 

3 00 
3 00 
3 00 
1 50 

1 50 

2 00 
2 50 

25 

5 00 
2 50 
5 00 


DRAWING. 


Barr’s Kinematics of Machinery. 

* Bartlett’s Mechanical Drawing. 

* 

Coolidge’s Manual of Drawing. . 


Abridged Ed 


.8vo 

.8vo, 

.8vo, 

8vo, paper, 


2 50 

3 00 
1 50 
1 00 


9 







































Coolidge and Freeman’s Elements of General Drafting for Mechanical Engi¬ 
neers.Oblong 4to, 2 50 

Durley’s Kinematics of Machines.8vo, 4 00 

Emch’s Introduction to Projective Geometry and its Applications.8vo, 2 fo 

Hill’s Text-book on Shades and Shadows, and Perspective.8vo, 2 00 

Jamison’s Elements of Mechanical Drawing.8vo, 2 50 

Advanced Mechanical Drawing.8vo, 2 00 

Jones’s Machine Design: 

Parti. Kinematics of Machinery.8vo, 1 50 

Part II. Form, Strength, and Proportions of Parts.8vo, 3 00 

MacCord’s Elements of Descriptive Geometry.8vo, 3 00 

Kinematics; or, Practical Mechanism.8vo, 5 00 

Mechanical Drawing.4to, 4 00 

Velocity Diagrams.8vo, 1 50 

MacLeod’s Descriptive Geometry.Small 8vo, 1 50 

* Mahan’s Descriptive Geometry and Stone-cutting.,.8vo, 1 50 

Industrial Drawing. (Thompson.).8vo, 3 50 

Moyer’s Descriptive Geometry.8vo, 2 00 

Reed’s Topographical Drawing and Sketching.4to, 5 00 

Reid’s Course in Mechanical Drawing.8vo, 2 00 

Text-book of Mechanical Drawing and Elementary Machine Design.8vo, 3 00 

Robinson’s Principles of Mechanism.8vo, 3 00 

Schwamb and Merrill’s Elements of Mechanism.8vo, 3 00 

Smith’s (R. S.) Manual of Topographical Drawing. (McMillan.).8vo, 2 50 

Smith (A. W.) and Marx’s Machine Design.8vo, 3 00 

* Titsworth’s Elements of Mechanical Drawing.Oblong 8vo, x 25 

Warren’s Elements of Plane and Solid Free-hand Geometrical Drawing. i2mo, 1 00 

Drafting Instruments and Operations.i2mo, 1 25 

Manual of Elementary Projection Drawing.i2mo, 1 50 

Manual of Elementary Problems in the Linear Perspective of Form and 

Shadow.i2mo, 1 00 

Plane Problems in Elementary Geometry.i2mo, 1 25 

Primary Geometry.i2mo, 75 

Elements of Descriptive Geometry, Shadows, and Perspective.8vo, 3 50 

General Problems of Shades and Shadows. 8vo, 3 00 

Elements of Machine Construction and Drawing.8vo, 7 50 

Problems, Theorems, and Examples in Descriptive Geometry.8vo, 2 50 

Weisbach’s Kinematics and Power of Transmission. (Hermann and 

Klein.).8vo, 5 00 

Whelpley’s Practical Instruction in the Art of Letter Engraving.i2mo, 2 00 

Wilson’s (H. M.) Topographic Surveying.8vo, 3 50 

Wilson’s (V. T.) Free-hand Perspective.8vo, 2 50 

Wilson’s (V. T.) Free-hand Lettering. 8vo, 1 00 

Woolf’s Elementary Course in Descriptive Geometry.Large 8vo, 3 oc 


ELECTRICITY AND PHYSICS. 

Anthony and Brackett’s Text-book of Physics. (Magie.).Small 8vo, 3 00 

Anthony’s Lecture-notes on the Theory of Electrical Measurements. . . . i2mo, 1 00 

Benjamin’s History of Electricity.8vo, 3 00 

Voltaic Cell.'.8vo, 3 00 

Classen’s Quantitative Chemical Analysis by Electrolysis. (Boltwood.). 8vo, 3 00 

* Collins’s Manual of Wireless Telegraphy.i2mo, 1 50 

Morocco, 2 00 

Crehore and Squier’s Polarizing Photo-chronograph. . .8vo, 3 00 

Dawson’s “Engineering” and Electric Traction Pocket-book. i6mo, morocco, 5 00 

10 













































Dolezalek’s Theory of the Lead Accumulator (Storage Battery). (Von 

~ , , ' ...i2mo, 

Uuhem s Thermodynamics and Chemistry. (Burgess.).8vo, 

Flather’s Dynamometers, and the Measurement of Power.i2mo, 

Gilbert’s De Magnete. (Mottelay.). g vo ’ 

Hanchett’s Alternating Currents Explained.. . Vi2mo' 

Henng’s Ready Reference Tables (Conversion Factors).i6mo, morocco, 

Holman’s Precision of Measurements. g vo 

Telescopic Mirror-scale Method, Adjustments, and Tests_Large 8vo,’ 

Kinzbrunner’s Testing of Continuous-current Machines. 8vo, 

Landauer’s Spectrum Analysis. (Tingle.). 8vo' 

Le Chatelier s High-temperature Measurements. (Boudouard—Burgess.) i2mo', 
Lob’s Electrochemistry of Organic Compounds. (Lorenz.).8vo,' 

* Lyons’s Treatise on Electromagnetic Phenomena. Vols. I. and II. 8vo, each, 

* Michie’s Elements of Wave Motion Relating to Sound and Light.8vo,’ 

Niaudet’s Elementary Treatise on Electric Batteries. (Fishback.).i2mo', 

* Parshall and Hobart’s Electric Machine Design.4to, half morocco, 

* Rosenberg s Electrical Engineering. (Haldane Gee—Kinzbrunner.). . . 8vo, 

Ryan, Norris, and Hoxie’s Electrical Machinery. Vol. 1.8vo, 

Thurston’s Stationary Steam-engines.8vo 

* Tillman’s Elementary Lessons in Heat.8vo, 

Tory and Pitcher’s Manual of Laboratory Physics.Small 8vo, 

Ulke’s Modern Electrolytic Copper Refining.8vo, 


2 so 
4 °o 


3 

2 

1 

2 
2 

2 

3 

3 

3 

6 


oo 

50 

oo 

50 

oo 

75 

oo 

oo 

oo 

oo 

oo 


4 oo 
2 50 
12 50 

1 50 

2 50 
2 50 

1 50 

2 CO 

3 OO 


LAW. 


* Davis’s Elements of Law.8vo, 2 50 

* Treatise on the Military Law of United States.8vo, 7 00 

Sheep, 7 50 

Manual for Courts-martial.i6mo, morocco, 1 50 

Wait’s Engineering and Architectural Jurisprudence...8vo, 6 00 

Sheep, 6 50 

Law of Operations Preliminary to Construction in Engineering and Archi¬ 
tecture.8vo, 5 00 

Sheep, 5 50 

Law of Contracts.8vo, 3 00 

Winthrop’s Abridgment of Military Law.i2mo, 2 50 


MANUFACTURES. 


Bernadou’s Smokeless Powder—Nltro-teilulosc and Theory of the Cellulose 


Effront’s Enzymes and their Applications. 


. i2mo, 

2 

50 

. i2mo, 

2 

50 

i2mo, 

in the 

2 

50 

. i2mo, 

3 

00 


3 

00 


6 

00 


4 

00 


3 

00 

. i2mo, 

1 

00 

i8mo, 

X 

00 


3 

00 


2 

SO 




11 







































Leach’s The Inspection and Analysis of Food with Special Reference to State 
Control.Large 8vo, 

* McKay and Larsen’s Principles and Practice of Butter-making.8vo, 

Matthews’s The Textile Fibres.8vo, 

Metcalf’s Steel. A Manual for Steel-users.i2mo, 

Metcalfe’s Cost of Manufactures—And the Administration of Workshops. 8vo, 

Meyer’s Modern Locomotive Construction. 4 t°» 

Morse’s Calculations used in Cane-sugar Factories.i6mo, morocco, 

* Reisig’s Guide to Piece-dyeing.8vo, 

Rice’s Concrete-block Manufacture.8vo, 

Sabin’s Industrial and Artistic Technology of Paints and Varnish.8vo, 

Smith’s Press-working of Metals.8vo, 

Spalding’s Hydraulic Cement.i2mo, 

Spencer’s Handbook for Chemists of Beet-sugar Houses.i6mo, morocco, 

Handbook for Cane Sugar Manufacturers.*6mo, morocco, 

Taylor and Thompson’s Treatise on Concrete, Plain and Reinforced.8vo, 

Thurston’s Manual of Steam-boilers, their Designs, Construction and Opera¬ 
tion.8vo, 

* Walke’s Lectures on Explosives.8vo, 

Ware’s Beet-sugar Manufacture and Refining.Small 8vo, 

Weaver’s Military Explosives. 8vo, 

West’s American Foundry Practice.i2mo, 

Moulder’s Text-book.nmo, 

Wolff’s Windmill as a Prime Mover.8vo, 

Wood’s Rustless Coatings: Corrosion and Electrolysis of Iron and Steel. .8vo, 


7 50 

1 50 
3 50 

2 00 
5 00 

10 00 

1 50 
25 00 

2 00 


3 

3 

2 

3 
3 
5 


00 

00 

00 

00 

00 

00 


5 00 
4 00 
4 00 
3 00 
2 50 

2 50 

3 00 

4 00 


MATHEMATICS. 


Baker’s Elliptic Functions.8vo, 

* Bass’s Elements of Differential Calculus.i2mo, 

Briggs’s Elements of Plane Analytic Geometry.i2mo, 

Compton’s Manual of Logarithmic Computations.i2mo, 

Davis’s Introduction to the Logic of Algebra.8vo, 

* Dickson’s College Algebra.Large nmo, 

* Introduction to the Theory of Algebraic Equations.Large nmo, 

Emch’s Introduction to Projective Geometry and its Applications.8vo, 

Halsted’s Elements of Geometry.8vo, 

Elementary Synthetic Geometry.8vo, 

Rational Geometry.nmo, 


* Johnson’s (J. B.) Three-place Logarithmic Tables: Vest-pocket size.paper, 

100 copies for 

* Mounted on heavy cardboard, 8X 10 inches, 

10 copies for 

Johnson’s (W W.) Elementary Treatise on Differential Calculus. .Small 8vo, 

Elementary Treatise on the Integral Calculus. . . . .Small 8vo, 

Johnson’s (W. W.) Curve Tracing in Cartesian Co-ordinates.nmo, 

Johnson’s (W. W.) Treatise on Ordinary.and Partial Differential Equations. 

Small 8vo, 

Johnson’s (W. W.) Theory of Errors and the Method of Least Squares, nmo, 

* Johnson’s (W W.) Theoretical Mechanics. ...nmo, 

Laplace’s Philosophical Essay on Probabilities. (Truscott and Emory.), nmo. 

* Ludlow and Bass. Elements of Trigonometry and,Logarithmic and Other 

Tables.8vo, 

Trigonometry and Tables published separately.Each, 

* Ludlow’s Logarithmic and Trigonometric Tables. 8vo, 

Manning’s Irrational Numbers and their Representation by Sequences and Series 

nmo 


1 50 

4 00 
1 00 
1 50 
1 50 
1 50 

1 25 

2 50 
1 75 
1 50 

1 75 
15 

5 00 
25 

2 00 

3 00 
1 50 
1 00 

3 50 

1 50 
3 00 

2 00 

3 00 
2 00 
I 00 

I 25 




12 








































Mathematical Monographs. Edited by Mansfield Merriman and Robert 

S. Woodward.Octavo, each i oo 

No. i. History of Modern Mathematics, by David Eugene Smith. 

No. 2. Synthetic Projective Geometry, by George Bruce Halsted. 

No. 3. Determinants, by Laenas Gifford Weld. No. 4. Hyper¬ 
bolic Functions, by James McMahon. No. 5. Harmonic Func¬ 
tions, by William E. Byerly. No. 6. Grassmann’s Space Analysis, 
by Edward W. Hyde. No. 7. Probability and Theory of Errors, 
by Robert S. Woodward. No. 8. Vector Analysis and Quaternions, 
by Alexander Macfarlane. No. 9. Differential Equations, by 
William Woolsey Johnson. No. 10. The Solution of Equations, 
by Mansfield Merriman. No. 11. Functions of a Complex Variable, 
by Thomas S. Fiske. 

Maurers Technical Mechanics.8vo, 4 00 

Merriman‘s Method of Least Squares.8vo, 2 00 

Rice and Johnson’s Elementary Treatise on the Differential Calculus.. Sm. 8vo, 3 00 

Differential and Integral Calculus. 2 vols. in one. ..Small 8vo, 2 50 

Wood’s Elements of Co-ordinate Geometry. .'.8vo, 2 00 

Trigonometry: Analytical, Plane, and Spherical.iimo, 1 00 


MECHANICAL ENGINEERING. 

MATERIALS OF ENGINEERING, STEAM-ENGINES AND BOILERS. 


Bacon’s Forge Practice.i2mo, 1 50 

Baldwin’s Steam Heating for Buildings.i2mo, 2 50 

Barr’s Kinematics of Machinery.8vo, 2 50 

* Bartlett’s Mechanical Drawing.8vo, 3 00 

* “ “ “ Abridged Ed.8vo, 1 50 

Benjamin’s Wrinkles and Recipes.i2mo, 2 00 

Carpenter’s Experimental Engineering.8vo, 6 00 

Heating and Ventilating Buildings.8vo, 4 00 

Cary’s Smoke Suppression in Plants using Bituminous Coal. (In Prepara¬ 
tion.) 

Clerk’s Gas and Oil Engine.Small 8vo, 4 00 

Coolidge’s Manual of Drawing.8vo, paper, 1 00 

Coolidge and Freeman’s Elements of General Drafting for Mechanical En¬ 
gineers.Oblong 4to, 2 50 

Cromwell’s Treatise on Toothed Gearing.i2mo, 1 50 

Treatise on Belts and Pulleys.i2mo, 1 50 

Durley’s Kinematics of Machines. Svo, 4 00 

Flather’s Dynamometers and the Measurement of Power..i2mo, 3 00 

Rope Driving.. 2 00 

Gill’s Gas and Fuel Analysis for Engineers.i2mo, 1 25 

Hall’s Car Lubrication.. 1 00 

Hering’s Ready Reference Tables (Conversion Factors).i6mo, morocco, 2 50 

Hatton’s The Gas Engine.8vo, 5 00 

Jamison’s Mechanical Drawing. 8vo * 2 5 ° 

Jones’s Machine Design: 

Parti. Kinematics of Machinery.8vo, 1 50 

Part II. Form, Strength, and Proportions of Parts.8vo, 300 

Kent’s Mechanical Engineers’ Pocket-book.i6mo, morocco, 5 00 

Kerr’s Power and Power Transmission.8vo, 2 00 

Leonard’s Machine Shop, Tools, and Methods.8vo, 4 00 

* Lorenz’s Modern Refrigerating Machinery. (Pope, Haven, and Dean.) . . 8vo, 4 00 

MacCord’s Kinematics; or Practical Mechanism. 8 vo, 5 00 

Mechanical Drawing.4*0. 4 00 

Velocity Diagrams. . ® v0 ' 1 5 ° 


13 





































MacFarland’s Standard Reduction Factors for Gases.. . 8vo, i 50 

Mahan’s Industrial Drawing. (Thompson.).8vo, 3 50 

Poole’s Calorific Power of Fuels.8vo, 3 00 

Reid’s Course in Mechanical Drawing.8vo, 2 00 

Text-book of Mechanical Drawing and Elementary Machine Design.8vo, 3 00 

Richard’s Compressed Air.Inmo, 1 50 

Robinson’s Principles of Mechanism.8vo, 3 00 

Schwamb and Merrill’s Elements of Mechanism.8vo, 3 00 

Smith’s ( 0 .) Press-working of Metals.8vo, 3 00 

Smith (A. W.) and Marx’s Machine Design.8vo, 3 00 

Thurston’s Treatise on Friction and Lost Work in Machinery and Mill 

Work.8vo, 3 00 

Animal as a Machine and Prime Motor, and the Laws of Energetics. i2mo, 1 00 

Warren’s Elements of Machine Construction and Drawing.8vo, 7 5^ 

Weisbach’s Kinematics and the Power of Transmission. (Herrmann— 

Klein.). „. 8vo, 5 00 

Machinery of Transmission and Governors. (Herrmann—Klein.). .8vo, 5 00 

Wolff’s Windmill as a Prime Mover.8vo, 3 00 

Wood’s Turbines.8vo, 2 50 

MATERIALS OP ENGINEERING. 

* Bovey’s Strength of Materials and Theory of Structures.8vo, 7 50 

Burr’s Elasticity and Resistance of the Materials of Engineering. 6th Edition. 

Reset.8vo, 7 50 

Church’s Mechanics of Engineering.8vo, 6 00 

* Greene’s Structural Mechanics.8vo, 2 50 

Johnson’s Materials of Construction.8vo, 6 00 

Keep’s Cast Iron. . . .8vo, 2 50 

Lanza’s Applied Mechanics. 8vo, 7 50 

Martens’s Handbook on Testing Materials. (Henning.).8vo, 7 50 

Maurer’s Technical Mechanics.8vo, 4 00 

Merriman’s Mechanics of Materials.8vo, 5 00 

Strength of Materials.i2mo, 1 00 

Metcalf’s Steel. A manual for Steel-users.i2mo, 2 00 

Sabin’s Industrial and Artistic Technology of Paints and Varnish.8vo, 3 00 

Smith’s Materials of Machines...i2mo, 1 00 

Thurston’s Materials of Engineering.3 vols., 8vo, 8 00 

Part II. Iron and Steel. 8vo, 3 50 

Part III. A Treatise on Brasses, Bronzes, and Other Alloys and their 

Constituents.8vo, 2 50 

Text-book of the Materials of Construction.8vo, 5 00 

Wood’s (De V.) Treatise on the Resistance of Materials and an Appendix on 

the Preservation of Timber.8vo, 2 00 

Elements of Analytical Mechanics.8vo, 3 00 

Wood’s (M. P.) Rustless Coatings: Corrosion and Electrolysis of Iron and 

Steel.8vo, 4 00 

STEAM-ENGINES AND BOILERS. 

Berry’s Temperature-entropy Diagram.i2mo, 1 25 

Carnot’s Reflections on the Motive Power of Heat. (Thurston.). . . .nmo, 1 50 

Dawson’s “Engineering” and Electric Traction Pocket-book. . . ,i6mo mor., 5 00 

Ford’s Boiler Making for Boiler Makers.i8mo, 1 00 

Goss’s Locomotive Sparks.8vo, 2 00 

Hemenway’s Indicator Practice and Steam-engine Economy.i2mo, 2 00 

14 









































Hutton’s Mechanical Engineering of Power Plants.8vo, 5 00 

Heat and Heat-engines.. g OQ 

Kent’s Steam boiler Economy. g vo> 4 OQ 

Kneass’s Practice and Theory of the Injector.8vo, x ^o 

MacCord’s Slide-valves. g vo ’ 2 0Q 

Meter’s Modern Locomotive Construction. 4t 0) I0 O0 

Peabody’s Manual of the Steam-engine Indicator.f 2 mo 1 so 

Tables of the Properties of Saturated Steam and Other Vapors .8vo, 100 

Thermodynamics of the Steam-engine and Other Heat-engines.8vo, 5 00 

Valve-gears for Steam-engines.g vo> 2 so 

Peabody and Miller’s Steam-boilers. g V0) 4 OQ 

Pray’s Twenty Years with the Indicator.Large 8vo, 2 5c 

Pupin’s Thermodynamics of Reversible Cycles in Gases and Saturated Vapors. 

(Osterberg.)..i 2 mo’, 125 

Reagan’s Locomotives: Simple Compound, and Electric.i2mo, 2 50 

Rontgen’s Principles of Thermodynamics. (Du Bois.).8vo, 5 o<r 

Sinclair’s Locomotive Engine Running and Management.i2mo, 2 00 

Smart’s Handbook of Engineering Laboratory Practice.i2mo, 2 50 

Snow’s Steam-boiler Practice.g vo> 3 OQ 

Spangler’s Valve-gears.g vo> 2 5Q 

Notes on Thermodynamics.i2mo, 1 00 

Spangler, Greene, and Marshall’s Elements of Steam-engineering.8vo, 3 00 

Thomas’s Steam-turbines.g vo> 3 so 

Thurston’s Handy Tables.8vo, j 5o 

Manual of the Steam-engine.. vols., 8vo, 10 00 

Parti. History, Structure, and Theory.8vo, 600 

Part II. Design, Construction, and Operation.8vo, 6 00 

Handbook of Engine and Boiler Trials, and the Use of the Indicator and 

the Prony Brake. 8vo, 5 00 

Stationary Steam-engines.8vo, 2 50 

Steam-boiler Explosions in Theory and in Practice.i2mo, 1 50 

Manual of Steam-boilers, their Designs, Construction, and Operation.8vo, 5 00 

Wehrenfenning’s Analysis and Softening of Boiler Feed-water (Patterson) 8vo, 4 00 

Weisbach’s Heat, Steam, and Steam-engines. (Du Bois.).8vo, 5 00 

Whitham’s Steam-engine Design.8vo, 5 00 

Wood’s Thermodynamics, Heat Motors, and Refrigerating Machines. ..8vo, 4 00 

MECHANICS AND MACHINERY. 

Barr’s Kinematics of Machinery.8vo, 2 50 

* Bovey’s Strength of Materials and Theory of Structures .8vo, 7 50 

Chase’s The Art of Pattern-making.i2mo, 2 =;o 

Church’s Mechanics of Engineering.8vo, 6 00 

Notes and Examples in Mechanics. . ..8vo, 2 no 

Compton’s First Lessons in Metal-working.i2mo, 1 50 

Compton and De Groodt’s The Speed Lathe.i2mo, 1 so 

Cromwell’s Treatise on Toothed Gearing.i2mo, 1 50 

Treatise on Belts and Pulleys.i2mo, 1 50 

Dam’s Text-book of Elementary Mechanics for Colleges and Schools. .i2mo, 1 50 

Dingey’s Machinery Pattern Making.i2mo, 2 00 

Dredge’s Record of the Transportation Exhibits Building of the World’s 

Columbian Exposition of 1893. . , ..4to half morocco, 5 00 

u Bois’s Elementary Principles of Mechanics- 

Vol. I. Kinematics. 8vo, 3 50 

Vol. II. Statics.8vo, 4 00 

Mechanics of Engineering. Vol. I...Small 4to, 7 50 

Vol. II. .Small 4to, 10 00 

Durley’s Kinematics of Machines. .8vo, 4 00 


15 

















































Fitzgerald’s Boston Machinist.i6mo, i oo 

Flather’s Dynamometers, and the Measurement of Power.i2mo, 3 00 

Rope Driving.i2mo, 2 00 

Goss’s Locomotive Sparks.8vo, 2 00 

* Greene’s Structural Mechanics.8vo, 2 50 

Hall’s Car Lubrication.i2mo, 1 00 

Holly’s Art of Saw Filing.i8mo, 75 

James’s Kinematics of a Point and the Rational Mechanics of a Particle. 

Small 8vo, 2 00 

* Johnson’s (W. W.) Theoretical Mechanics.nmo, 3 o <f 

Johnson’s (L. J.) Statics by Graphic and Algebraic Methods.* . . .8vo, 2 00 

Jones’s Machine Design: 

Part I. Kinematics of Machinery.8vo, 1 50 

Part II. Form, Strength, and Proportions of Parts. .8vo, 3 00 

Kerr’s Power and Power Transmission.8vo, 2 00 

Lanza’s Applied Mechanics.,.8vo, 7 50 

Leonard’s Machine Shop, Tools, and Methods.8vo, 4 00 

* Lorenz’s Modern Refrigerating Machinery. (Pope, Haven, and Dean.) .8vo, 4 00 

MacCord’s Kinematics; or. Practical Mechanism.8vo, 5 00 

Velocity Diagrams. , . ..8vo, 1 50 

* Martin’s Text Book on Mechanics, Vol. I, Statics...i2mo, 1 25 

Maurer’s Technical Mechanics.8vo, 4 00 

Merriman’s Mechanics of Materials.8vo, 5 00 

* Elements of Mechanics.nmo, 1 00 

* Michie’s Elements of Analytical Mechanics.8vo, 4 00 

* Parshall and Hobart’s Electric Machine Design.4to, half morocco, 12 50 

Reagan’s Locomotives Simple, Compound, and Electric.nmo, 2 50 

Reid’s Course in Mechanical Drawing. ..8vo, 2 00 

Text-book of Mechanical Drawing and Elementary Machine Design.8vo, 3 00 

Richards’s Compressed Air.nmo, 1 50 

Robinson’s Principles of Mechanism.8vo, 3 00 

Ryan, Norris, and Hoxie’s Electrical Machinery. Vol. 1 .8vo, 250 

Sanborn’s Mechanics: Problems.Large nmo, 1 50 

Schwamb and Merrill’s Elements of Mechanism. . ..8vo, 3 00 

Sinclair’s Locomotive-engine Running and Management.nmo, 2 00 

Smith’s (O.) Press-working of Metals.8vo, 3 00 

Smith’s (A. W.) Materials of Machines.nmo, 1 00 

Smith (A. W.) and Marx’s Machine Design.8vo, 3 00 

Spangler, Greene, and Marshall’s Elements of Steam-engineering.8vo, 3 00 

Thurston’s Treatise on Friction and Lost Work in Machinery and Mill 

Work.8vo, 3 00 

Animal as a Machine and Prime Motor, and the Laws of Energetics. nmo, 1 00 

Warren’s Elements of Machine Construction and Drawing.8vo, 7 50 

Weisbach’s Kinematics and Power of Transmission. (Herrmann—Klein.).8vo, 5 00 

Machinery of Transmission and Governors. (Herrmann—Klein.).8vo, 5 00 

Wood’s Elements of Analytical Mechanics.8vo, 3 00 

Piinciples of Elementary Mechanics. nmo, 1 25 

Turbines. ..8vo, 2 50 

The World’s Columbian Exposition of 1893 ..4to, 1 00 


METALLURGY. 


Egleston’s Metallurgy of Silver, Gold, and Mercury - 

Vol. I. Silver.8vo, 7 50 

Vol. II. Gold and Mercury.8vo, 7 50 

Goesel’s Minerals and Metals: A Reference Book..i6mo,mor. 300 

** Iles’s Lead-smelting. (Postage 9 cents additional.).nmo, 2 50 

Keep’s Cast Iron.8vo, 2 50 


16 















































Kunhardt’s Practice of Ore Dressing in Europe. . . .. 8vo, 

Le Chatelier’s High-temperature Measurements. (Boudouard—Burgess.)i2mo. 

Metcalf’s Steel. A Manual for Steel-users.i2mo, 

Miller’s Cyanide Process.i2mo' 

Minet’s Production of Aluminum and its Industrial Use. (Waldo.)... . nmo, 

Robine and Lenglen’s Cyanide Industry. (Le Clerc.).8vo, 

Smith’s Materials of Machines.i2mo, 

Thurston’s Materials of Engineering. In Three Parts.8vo, 

Part II. Iron and Steel.g vo> 

Part III. A Treatise on Brasses, Bronzes, and Other Alloys and their 

Constituents.. 

Ulke’s Modern Electrolytic Copper Refining.8vo, 


MINERALOGY. 

Barringer’s Description of Minerals of Commercial Value. Oblong, morocco, 


Boyd’s Resources of Southwest Virginia.8vo, 

Map of Southwest Virignia.Pocket-book form. 

Brush’s Manual of Determinative Mineralogy. (Penfield.).8vo, 

Chester’s Catalogue of Minerals.8vo, paper, 

Cloth, 

Dictionary of the Names of Minerals.8vo 

Dana’s System of Mineralogy.Large 8vo, half leather 

First Appendix to Dana’s New “ System of Mineralogy.”.Large 8vo, 

Text-book of Mineralogy.8vo, 

Minerals and How to Study Them.i2mo. 

Catalogue of American Localities of Minerals.Large 8vo, 

Manual of Mineralogy and Petrography.i2mo, 

Douglas’s Untechnical Addresses on Technical Subjects.nmo, 

Eakle’s Mineral Tables.8vo, 

Egleston’s Catalogue of Minerals and Synonyms.8vo, 

GoeseTs Minerals and Metals: A Reference Book.i6mo, mor.. 

Groth’s Introduction to Chemical Crystallography (Marshall). nmo, 

Hussak’s The Determination of Rock-forming Minerals. (Smith.) .Small 8vo, 
Merrill’s Non-metallic Minerals- Their Occurrence and Uses.8vo, 

* Penfield’s Notes on Determinative Mineralogy and Record of Mineral Tests. 

8vo, paper, 

Rosenbusch’s Microscopical Physiography of the Rock-making Minerals. 

(Iddings.).8vo, 

* Tillman’s Text-book of Important Minerals and Rocks.8vo, 


1 

3 

2 

1 

2 

4 

1 
8 
3 

2 
3 


2 

3 
2 

4 

i 

i 

3 
12 

I 

4 

i 

1 

2 
I 

1 

2 

3 

1 

2 

4 


5 

2 


50 

oo 

oo 

oo 

50 

oo 

oo 

oo 

50 

50 

oo 


50 

oo 

oo 

oo 

00 

25 

50 

50 

oo 

oo 

50 

oo 

oo 

oo 

25 

50 

oo 

25 

oo 

oo 

50 

oo 

oo 


MINING. 


Beard’s Ventilation of Mines.i2mo> 

Boyd’s Resources of Southwest Virginia.8vo, 

Map of Southwest Virginia.Pocket-book form 

Douglas’s Untechnical Addresses on Technical Subjects.nmo, 

* Drinker’s Tunneling, Explosive Compounds, and Rock Drills. .4to,hf. mor., 

Eissler’s Modern High Explosives. 

GoeseTs Minerals and Metals • A Reference Book.i6mo, mor. 

Goodyear’s Coal-mines of the Western Coast of the United States.nmo, 

Ihlseng’s Manual of Mining.8vo, 

** Iles’s Lead-smelting. (Postage gc. additional.). ..nmo, 

Kunhardt’s Practice of Ore Dressing in Europe.8vo, 

Miller’s Cyanide Process.nmo, 


2 

3 
2 

1 

25 

4 
3 

2 

5 
2 
I 
I 


50 

oo 

00 

oo 

oc 

• r 

OO 

50 

oo 

50 

50 

oo 


17 









































O’Driscoll’s Notes on the Treatment of Gold Ores.8vo, 2 00 

Robine and Lenglen’s Cyanide Industry. (Le Clerc.).8vo, 4 00 

* Walke’s Lectures on Explosives.8vo, 4 00 

Weaver’s Military Explosives.8vo, 3 00 

Wilson’s Cyanide Processes.nmo, 1 50 

Chlorination Process.nmo, 1 50 

Hydraulic and Placer Mining. .nmo, 2 00 

Treatise on Practical and Theoretical Mine Ventilation.T2mo, 1 25 


SANITARY SCIENCE. 


Bashore’s Sanitation of a Country House.nmo, 1 00 

* Outlines of Practical Sanitation.nmo, 1 25 

Folwell’s Sewerage. (Designing, Construction, and Maintenance.).8vo, 3 00 

Water-supply Engineering.8vo, 4 00 

Fowler’s Sewage Works Analyses.i2mo, 2 00 

Fuertes’s Water and Public Health.nmo, 1 50 

Water-filtration Works.nmo, 2 50 

Gerhard’s Guide to Sanitary House-inspection.i6mo, 1 00 

Goodrich’s Economic Disposal of Town’s Refuse.Demy 8vo, 3 50 

Hazen’s Filtration of Public Water-supplies.8vo, 3 00 

Leach’s The Inspection and Analysis of Food with Special Reference to State 

Control. ...8vo, 7 50 

Mason’s Water-supply. (Considered principally from a Sanitary Standpoint) 8vo, 4 00 

Examination of Water. (Chemical and Bacteriological.).nmo, 1 25 

Ogden’s Sewer Design.i2mo, 2 00 

Prescott and Winslow’s Elements of Water Bacteriology, with Special Refer¬ 
ence to Sanitary Water Analysis.nmo, 1 25 

* Price’s Handbook on Sanitation. nmo, 1 50 

Richards’s Cost of Food. A Study in Dietaries.i2mo, 1 00 

Cost»of Living as Modified by Sanitary Science.nmo, 1 oc 

Cost of Shelter. nmo, 1 00 

Richards and Woodman’s Air, Water, and Food from a Sanitary Stand¬ 
point.8vo, 2 00 

* Richards and Williams’s The Dietary Computer.8vo, 1 50 

Rideal’s Sewage and Bacterial Purification of Sewage.8vo, 3 50 

Turneaure and Russell’s Public Water-supplies.8vo, 5 00 

Von Behring’s Suppression of Tuberculosis. (Bolduan.).nmo, 1 00 

Whipple’s Microscopy of Drinking-water.8vo, 3 50 

Winton’s Microscopy of Vegetable Foods.8vo, 7 50 

Woodhull’s Notes on Military Hygiene. i6mo, 1 50 

* Personal Hygiene.nmo, 1 00 


MISCELLANEOUS. 


De Fursac’s Manual of Psychiatry. (Rosanoff and Collins.). . . .Large i2mo, 2 50 

Ehrlich’s Collected Studies on Immunity (Bolduan).8vo, 6 00 

Emmons’s Geological Guide-book of the Rocky Mountain Excursion of the 

International Congress of Geologists.Large 8vo, 1 50 

Ferrel’s Popular Treatise on the Winds.8vo 4 00 

Haines’s American Railway Management.nmo, 2 50 

Mott’s Fallacy of the Present Theory of Sound.i 6 mo, 7 00 

Ricketts’s History of Rensselaer Polytechnic Institute, 1824-1894. .Small 8vo, 3 00 

Rostoski’s Serum Diagnosis. (Bolduan.).nmo 1 00 

Rotherham’s Emphasized New Testament. . .Large 8 vo, 3 00 

18 













































Steel’s Treatise on the Diseases of the Dog.8vo y 3 50 

The World’s Columbian Exposition of 1893.4to, 1 00 

Von Behring’s Suppression of Tuberculosis. (Bolduan.).i2mo, 1 00 

Winslow’s Elements of Applied Microscopy.nmo, 1 50 


Worcester and Atkinson. Small Hospitals, Establishment and Maintenance; 

Suggestions for Hospital Architecture: Plans for Small Hospital. nmo, 125 


HEBREW AND CHALDEE TEXT-BOOKS. 


Green’s Elementary Hebrew Grammar.nmo, 1 25 

Hebrew Chrestomathy.8vo, 2 00 

Gesenius’s Hebrew and Chaldee Lexicon to the Old Testament Scriptures. 

(Tregelles.).Small 4to, half morocco, 5 00 

Letteris’s Hebrew Bible...8vo, 2 25 


19 















. J . . . - 




noW 










UT- :: )■}<:!: 













































• 
































































* 


































X ' —~ 

' 


































